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HomeMy WebLinkAboutBUILDING SYSTEMSJob : S4JO148A CLASSIC TRUSS NUCOR BUILDING SYSTEMS Date: 03-19-04. Page- 2
DESIGNFrame; F01A FRAME LINE 2-12 W/ FUTURE GIRTS By : BZEIGLER File: F01A
SUMMARY REPORTI width
�
_'_—___--- __-__- -______-____-_-_--__-__-_—_______-___—___
m/c Fl� \ ou 0.3750 s.00 |
Web/ o�o� ,,.00 |
wo �n / 8.0 0.5000 ,,.00 /
_-_-__-_-____________-_ _-_—___-__—_—_-_________-_—_-___-__-_-__-
Deflections Frame weight (lbs) o,o �
m ^` ~ �'� ~� cwWIND CASE 2 TO LEFT
Maximum m^ ~ o.� ~ m zvo
Maximum v, ~ '^.m ~ a/ oo o mm z'
Max. Live u, ~ az, ~ zx 441 o mm 1.
H
NUCOR BUILDING SYSTEMS
-Job # S4J0148A
• Job Name: CLASSIC TRUSS
.�,Fxame E02 FRAME LINE 13
Date 3/11/04
Designer: BZEIGLER
File En
------------------------------ 7----------
F R A M E D E S C R I P T I O N
-----------------------------------------
Frame type ' : EMG . �� (!o��i0T(
Frame width 122.00 Ft.
Bay width 12.50 Ft.
LEFT RIGHT
Dim to ridge 61.00 Ft. 61.00 Ft.
Roof slope 1.00/12-1.00/12
Eave height 16.67 Ft. 16.67 Ft.
Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 5.00 Ft.
Purlin offset 8.00 In. 8.00 In. Typ. Purlin spacing: 5.00 Ft.
Col. spacing 17.3333,28.6667,30.0000,28I.6667,17.3333
Supports / Spring -Constants _
COL01 - Bottom H
COL02 - Bottom V H
COL03 - Bottom V H
COL04 - Bottom V H
COL05 - Bottom V H
COL06 - Top H Bottom H
Column Bracing:
I
WP1 Girt Brace N N N
Flange Brace 0 0 0
Location (ft): 7.5 12.5 16.0
WP2 Girt Brace N N N
Flange Brace 0 0 0
Location (ft): 7.5 12.5 17.4
WP3 Girt Brace N N N N
Flange Brace 0 0 0 0
Location (ft): 7.5 12.5, 17.5 19 8
WP4 Girt Brace N N N N
Flange Brace : 0 0 0 0
Location (ft): 7.5 12.5 17.5 19.8
WP5 Girt Brace N N N
Flange Brace : 0 0 0
Location (ft): 7.5 12.5 17.4
\f WP6 Girt Brace N N N
\_ Flange Brace 0 0 0
% . Location (ft): 7.5 12.5 16.0
Other Braces:
Column
Left Brace
Right Brace
Location (ft):
-----------------------------------------
t1A, O A D I N G COND I T IONS
----------
------------------
------------�
Building Code. & Year FLBC - 2001
1986/1996 MBMA occupancy class 1/2
L 0 A D S '(Psf)
Roof Dead load 2.50
Roof Coll load 5.00
Roof Live load . 20.00 I_
Roof Snow load 0.00
Floor dead load : 0.00
Floor live load : 0.00
Ground Snow load: 0.:00 Ce = 0.90 j
Seismic zone 0
i
Wind speed 130:00 Mph Exp. .B I
I
Wind pressure
25.76 Psf
Building
is Open
Wind pressure
coefficients
•
C1
C2
C3
C4
W1R
0.750
-0.500
-0.500
011750
W1L
-0.750
-0.500
-0.500
0
750
„
W2R
0.750
-0.200
-0.600
-01750
W2L
-0.750
-0.600
-0.200
0�750
W5B
-0.750
-0.500
-0.500
-0.�750
Wind Loads
for Endwall
Column
Pressure
Suction
Column Id
(PSF)
(PSF)
COL01
21.52
-26.68
COL02
19.54
-22.27
COL03
19.10
-21.82
COL04
19.10
-21.82
COL05
19.54
-22.27
COL06
21.52
-26.68
Wind Loads
for Endwall Rafter
Interior Zone
Pressure
10.00
10.00
Suction
10.00
-33.34
Pressure
100.00
10.00
Suction
100.00
-33.34
Edge Zone
Pressure
10.00
10.00
Suction
10.00
-48.50
Pressure
100.00
10.00
Suction
100.00
-45.47
Tributary
Widths
Panel
Trib. Width
(ft)
WP1
1.00
WP2
1.00
WP3
1.00
WP4
1.00
WP5
1.00
WP6
1.00
RP1
12.50
RP2
12.50
-----------------------------------------
P R O G R A M- A P P L I E D L O A D S
-----------------------------------------
Load On Start End Start End
Case Panel Load Load Loc Loc
Rif
Rif
Ft.
Ft.
RDL
RP1
-0.031
-0.031
0.000
161.000
RDL
RP2
-0.0.31
-0.031
61.000
122.000
COL
RP1
-0.062
-0.062
0.000
161.000
COL
RP2
-0.062
-0.062
61.000
122.000
RLL
RP1
-0.250
-0.250
0.000
161.000
RLR
RP2
-0.250
-0.250
61.000
122.000
` W1R
RP1
-0.161
-0.161
0.000
161.000
- R
W12L
RP2
-0.161
-0.161
61.000
122.000
RP1
-0.161
-0.161
0.000
161.000
-.kL
RP2
-0.161
-0.161
61.000
122.000
11,12R
RP1
-0.064
-0.064.
0.000
I61000
.� yW2R
RP2
-0.193
-0-193
'61:000
122..000
" W21,
RP1
-6.193
-0.193
0.000
!61.000
W21,
RP2
-0.064
-0.064
61.000
122.000
W5B
WP1
0.201
0.201
0.000
16.778
W5B
WP2
0.436
0.436
0.000
18.111
W5B
WP3
0.560
0.560
0.000
20.500
W5B
WP4
0.560
0..560
0.000
1 20.500
W5B
WP5
0.436
0.436
0.000
118.111
W5B
WP6
0.201
0.201
.0.000
16.778
W5B
RP1
-0.417
-0.417
0.00,0
61.000
W5B
RP2
-0.417
-0.417
61.000
1�22.000
W5F
WP1
-0.249
-0.249
10.000
16.778
W5F
WP2
-0.497
-0.497.
0.000
18.1-11
W5F
WP3
-0.640
-0.640
0.000
20.500
W5F
WP4
-0.640
=0.640
0.000
26.500
W5F
WP5
-0.497
-0.497
0.000
18.111
W5F
WP6
-0.249
"0.249
0.000
16.7.78,
2
I
I
W5F RP1 -0.417 -0.417 0.000 61.000
W5F RP2 -0.417 -0.417 61.000 1122.000
Load On Hor. Vert. Moment Loc
Case Mem Kips Kips K-Ft. Ft..
W1R SPAN1 2.229 0.000 0.000 1.333
W1R SPAN6 2.229 0.000, 0.000 120.667
W1L -SPAN1 -2.229 0.000 0.000 1.333
W1L SPAN6 -2.229 0.000 0.000 120.667.
W2R SPAN1 2.229 0.000 0.000 1.333
W2R SPAN6 2.229 0.000 0.000 120.667
W2L SPAN1 -2.229 0.000 0.000 1.333
W2L SPAN6 -2.229 0.000 0.000 120.667
-----------------------------------------
L 0 A D C O M B I N A T I O N S
-----------------------------------------
ASR Cases
1) 1.00 SW + RDL + COL + RLL + RLR
2) 1.00 0.60SW + 0.60RDL + W1L
3) 1.00 0.60SW + 0.60RDL + W2L
4) 1.00 0.60SW + 0.60RDL + W1R
5) 1.00 0.60SW + 0.60RDL + W2R
6) 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W1L
7) 1.00 SW-`+ RDL + COL + 0.75RLL + 0.75RLR + 0.75W2L
8) 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W1R
9) 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W2R
10) 1.00 0.60SW + 0.60RDL + W5B i
11) 1.00 0.60SW + 0.60RDL + W5F
12) 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W5B
13) 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W5F
i
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Job : S4J0148A CLASSIC TRUSS NUCOR BUILDING SYSTEMS
Frame: E02 FRAME LINE 13
*** DESIGN SUMMARY REPORT r:r
--------- ----------- -------------------------- --------- L______---------------_---
'built Up Rafter - RAF01 '
T/L B/R _ T/L B/R
Flange Flange Web Load Axial Axial Moment , Bend Bend
Section Mat'l Mat'l Mat'l Comb Lac Kips Ratio Ft -kip .Ratio Ratio
----------------------------------------- ________________________________________
1 F6.25 F6.25 W175 1 7 0.5 0.00 -58..1 0.33 0.38
2 .F6.25 F6.25 W175 1 9 -0.5 0.01 -54.7 0.35 0.43
Chkpt 1 7 8 ' 11
Depth 28.50 28.50 28.50
Section I 1 1 2 1
------------------------------------------------------- -------------------------
width thick Fy I width thick Fy
---------------=--------------------------------------- -------------------------
T/L Flq 6.0 0.2500 55.00 6.0 0.2500 55.00
Web I 0.1750 55.00 0.1750 55.00
B/R Flg I 6.0 0.2500 55.00 6.0 0.2500 55.00
-------------------------------------------------------- ------------------------
Built Up Rafter - RAF02
T/L B/R T/L B/R
Flange Flange Web Load Axial Axial Moment Bend Bend
Section Mat'l Mat'l Mat'l Comb Lac Kips Ratio Ft -kip Ratio Ratio
----------------------------------------------------------------- ----------------
1 F6.25 F6.25 W175 1 12 -0.4 0.01 I -23.3 0.13 0.18
2 F6.25 F6.25 W175 11 19 4.4 0.02 22.7 0.15 0.13
Chkpt 12 18 19 23
Depth 20.50 28.50 28.50
Section 1 1 1 2 1
width thick Fy I width thick Fy
-------------------------------------------------------- ------------------------
T/L
} 6.0.250055.00B/R F6.0 0.2500 55.00I�
--------------------------------------------------------- ------------------------
i
Built Up Rafter - RAF03
I
T/L B/R T/L B/R
Flange Flange Web Load Axial Axial Moment Bend Bend
Section Mat'l Mat'l ,Hat'l Comb Lac Kips Ratio IFt-kip Ratio Ratio
--------------------------------------------------------- ________________________
1 F6.25 F6.25 W175 10 28 0.1 0.00 25.0. 4 0.17 14
2 F6.25 F6.25 W175 1 35 -0.4 0.01 -22.6 0.13 0.17
I
Chkpt 24 28 29 35
Depth 28.50 28.50 28.50
section 1 1 1 2 1
---------------------------------------------------------------------------------
I width thickFy I width thick Fy ---------- -Web 0.1750 55.00 0.1750 55.00
B/R Flg 6.0 0.2500 55.00 6.0 0.2500 55.00
Built Up Rafter - RAF04
T/L B/R T/L B/R
Flange Flange Web Load Axial Axial .Moment Bend Bend
Section Mat'l Mat'l Mat'l Comb Lac Kips Ratio Ft -kip Ratio Ratio-
-'------------------------------------------------------------------------------
1 F6.25 F6.25 W175 11 39 5.8 0.02 61.3 0.41 0.35
2 F6.25 F6.25 W175 11 40 4.7 0.02 61.3 0.41 0.35
Chkpt 36 39 40 46
Depth 28.50 28.50 28i50
-', Section 1 2
/ ____________________________________________
/ -------_--I width thick- Fy I width thick Fy -I ----------------------------------- ---------------------
T/L Flg 6.0 0.2500 55.00 I 6.0 0.2500 55.00 1
Web 0.1750 55.00 II 0.1750 55.00
00 B/R Flg 6.0 0.2555.00 6.0 0.2500 55.00
---------------------------------------------------------------------------------
----------------------------------------------------------- -------------------
Wide Flange Members
Shipping Mat'l Load Axial Ax al Moment Bend
' "------------------------------------ r- Ft -kip Ratio
CGS gth _-- Code _ ID Comb Lac Kips Ra -----------------i---
FY p
O O1 WF818 W 8x 18 50.0 11 48a 0.0 0.00 -3.1, 0.08
�CO).02 WF818 W Bx 18 50.0 11 54a 13.3 0.Q1 -14.8 0.39
Cy1L03 WF824 W Bx 24 50.0 11 60a 9.8 0.05 -23.9 0.46
C L04 WF824 W 8x 24 50.0 11 66a 8.9 0.64 -23.9 0.46
~U L05 WF818 W Bx 18 50.0 11 72a 13.8 0.69 -14.8 0.39
COL06 WF818 W ex 18 50.0 11 77a 0.0 0.00 -3.1 0.08
Frame Weight (lbs) 4911
Deflections (in):
10 yr Wind dx = -0.08 = H/1254 LONG. WIND 1 TO FRONT
Maximum dx -0'. 10 H/1032 0.60SW+0.60RDL+WSF
Maximum dy = 0.61 = L/ 313 @-MOD 5, O.60SW+0.60RDL+W5FI
Max. Live dy -0.38 = L/ 0 @ MOD 0, SW+RDL+COL+RLL+RLR
E/W'col dx = 0.50 L/ 418 @ COL03,, 0.60SW+0.60RDL+W5FI
Date: 03-17-04 Page;
By BZEIGLER File: E02
----------------------------------------------
Max
- . -------------
SHEAR
------------
Unity
Load
Force
Shear
Flow
(k/in)
Check
._________________________________________________
Comb Lac
Rips
Ratio
T/L
B/R
0.38
11 6b
6.41
0.40
0.16
0.16
0.44
11 9a
-6.98
0.40
0.17
0.17
--------------------------------------------------
Max
_____________
SHEAR
_----_-_______
Unity
Load
Force
Shear
Flow
(k/in)
Check
Comb Lac
Kips
Ratio
T/L
B/R
--------------------------------------------------
0.18
11 13a
-4.76
0.29
0.11'
0.11
0.15
10 20a
-5.29
0.33
0.13
0.13
.-------------------------------------------------
Max
-------------
SHEAR
--------------
Unity
Load
Force
Shear
Flow
(k/in
Check
Comb Lac
Kips
Ratio
T/L
B/R)
._________________________________________________
0.17
10 27b
5.50
0.34
0.13
0.13
0.18
10 30a
-5.05
0.31
0.12
0.12
--------------------------------------------------
Max
_____________
SHEAR
--------
Unity
Load
Force
Shear
Flow
(k/in)
Check
--------------------------------------------------
Comb Lac
Kips
Ratio
T/L
B/R
0 41
11 38b
6.96
0.40
0.16
0.16
0.41
11 4 1 a
-6.96
0.43
0.16
0.16
Max
-Ratio
Load
Shear
Shear
Comb
Lac
Kips--
Ratio
---------------
0.09
11
-___
50b
---------------------
1.36
0.04
0.76
11
56b
3.58
0.10
0.66
11
62b
4.01
0.10 '
0.66 •
' 11
68b
4.61
0.10
0.76
11
74b
3.58
0.10
0.09
11
79b
1.36
0.04
r4uC0FR
BUILDING SYSTEMS GROUP
A DIVISION OF NUCOR CORPORATION
Brace .Input:
0 Rod O Cable
Allow. Stress Factor, SF:
Bay Width,1 :
Module. Width, b ':
Wind Pressure, W :
Add'I Point Load, P
No. of Brace Modules, n
Use Clevis Connections
Building Geometry:
Building Width:
Distance To, Ridge: .
Eave Height Left: .
Eave Height Right:
Roof Slope Left:
Roof Slope Right:
Mean Roof Height.:
ENDWALL I TIE: BACK -ROOF BRACE
Version: v2.1, Date: 3/19/2002
0.0000 ft.
>1
Design Results:
Min. Web Thickness.c 0.132 t in.
Brace Elongation c 0.212 in.
Frame Lateral Drift c 0.163 in.
• Thickness controled by punching shear at hillside.
t Thickness controled by web tensile fracture.
I
P(LA .
Proj. No.: 54JO148A
Engineer: BDZ
Date: 3/17/04
2
—300
3.71 kips
Bay Width, I
4.45 kips
i
NUCOR BUILDING SYSTEMS
Job # S4J0148A
Job Name: CLASSIC TRUSS
Frame E02A FRAME LINE 13 W/ FUTURE
GIRTS
Date 3/11/04
Designer: BZEIGLER '
File E02A
•
-----------------------------------------
F R A' M E D E S C R I P T I O .N
-----------------------------------------
Frame type : EMG
Frame width : 122.00 Ft.
Bay width : 12.50 Ft.
LEFT RIGHT
Dim to ridge 61.00 Ft.' 61.00 Ft.
Roof slope 1.00/12-1..00/12
Eave height 16.67 Ft. 16.67 Ft.
Girt offset 8.00 In. 8.00 In.
Typ. Girt spacing 5.00 Ft.
Purlin offset : 8.00 In. 8.00 In.
Typ..Purlin spacing: 5.00 Ft.
I
Col. spacing 17.3333,28.6667,.30.0000,28.6667,17.3333
Supports / Spring Constants
-:
COL01 - Bottom H
COL02 - Bottom V H
COL03 - Bottom V H
I
COL04 - Bottom V H
COL05 - Bottom V H
COL06 - Top H Bottom H
Column Bracing:
WP1 Girt Brace Y Y N
Flange Brace 2 2 0
Location (ft): 7.5 12.5 16.0
WP2 Girt Brace Y Y N
Flange Brace 2 2 0
Location (ft): 7.5 12.5 17.4
WP3 Girt Brace Y Y N
N
Flange Brace 2 2 0
0
Location (ft): 7.5 12.5 17.5
19.8
WP4 Girt Brace Y Y N
N
Flange Brace 2 2 0
0
Location (ft): 7.5 12.5 17.5
19.8
WP5 Girt Brace Y Y N
Flange Brace 2 2 0
Location (ft): 7.5 12.5 17.4
WP6 Girt Brace Y Y N
Flange Brace 2 2 0
Location (ft): 7.5 12.5 16.0
Other Braces:
I
Column
Left Brace
Right Brace
Location (ft):
-,-----------------------------------------
,IL 0 A D I N G C 0 N D I T I O N S
Building Code & Year a FLBC
- 2001
1986/1996 MBMA occupancy class : 1/2
L 0 A D S (Psf)
I
Roof Dead load 2.50
Roof Coll load 5.00
Roof Live load 20.00
Roof Snow load 0.00
Floor dead load 0.00
Floor live load a 0.00
Ground Snow load: 0.00 Ce = 0.90
i
Seismic zone 0
I .
Wind speed 136.00 Mph Exp..: B
i
Wind
pressure
25.76 Psf
Building is Enclosed
Wind
pressure coefficients
Cl
C2
C3
C4
W1R
0.790
-0.890
-0.350
-0.250
. W1L
-0.250
-0.350
-0.890
0.790
W2R
0.430
-1.250
-0.710
-0.610
W2L
-0.610
-0.710.
-1.250
0.�(!30
W5B
-0.300
-0.890
-0.350
-0.300
W5F
-0.300
-0.350
-0.890
-0.300
W6B
-0.660
-1.250
-0.710
-0.660
W6F
-0.660
-0.710
-1.250
-0.660
Wind Loads for Endwall Column
Pressure
Suction
Column Id
(PSF)
(PSF)
COL01
31.65
-41.48
COL02
24.99
-27.72
COL03
24.55
-27.28
COL04
24.55
-27.28
COL05
25.00,
-27.72
COL06
31.65
-41.48
Wind Loads for Endwall Rafter
Interior Zone
Pressure
10.00
14.55
Suction
10.00
-38.80
Pressure
100.00
11.52
Suction
100.00
-38.80
Edge Zone
Pressure
10.00
14.55
Suction
10.00
-53.95
Pressure
100.00
11.52
Suction
100.00
-50.92
Tributary -Widths
Panel Trib.
Width
(ft)
WP1
1.00
WP2
22.33
WP3
29.33
WP4
29.33
WP5
22.33
WP6
1.00
RP1
12.50
RP2
12.50
- -- - - - -
P R O G R A M-
--------------------------
A P P
L I E D
L O A D S
------------------------------------------
Load On
Start
End
Start
End
Case Panel
Load
Load
Loc
Loc
Klf
Klf
Ft.
F.
RDL RP1
-0.031
-0.031
0.000
61'.000
RDL RP2
-0.031
-0.031
61.000
1221.000
COL RP1
-0.062
-0.062
0.000
61I.000
COL RP2
-0.062
-0.062
61.000
122.000
RLL RP1
-0.250
-0.250
0.000
611.000
�. ?RLR RP2
-0.250
-0.250
61.000
121.000
W1R RP1
-0.287
-0.287
0.000
61�.000
W1R RP2.
-0.113
-0.113
61.000
122L000
W1L RP1
-0.113
-0.113
0.000
61.000
W1L RP2
-0.287
-0.287
61.000
122!000
W2R RP1
-0.403
-0.403
0.000
611000
W2R RP2
-0.229
-0.229
61.000
122.000
W2L RP1
-0.229
.-0.229
0.000
61!000
W2L RP2
-0.403
-0.403
61.000
122,000
W5B WP1
0.032
0.032
0.000
16780
W5B WP2
0.558
0.558
0.000
18!111
W5B WP3
0.720
0:720
0.000
20j500
W5B WP4
0.720
0.720
0.000
20.1,500
W5B WP5
0.558
0.558
0.000
18 111
W5B WP6
0.032
0.032
0.000
16:I780
W5B RP1
-0.485
-0.485
0.000
61.000
W5B RP2
-0.485
-0.485
61.000
122.000
W5F WP1
-0.041
.-0.041
0.000
16.1780
W5F WP2
-0.619
-0.619
0.000
18.1111
W5F WP3
-0.800
-0.800
6.000
20.500
W5F WP4 -0.800 -0.800
W5F WP5 -0.619 -0.619
W5F WP6 -0.041 -0.041
W5F RP1 -0.485 -0.485
W5F RP2 -0.485 -0.485
W6B WP1 0.032 0.032
W6B WP2 0.558 0.558
W6B WP3 0.720 0.720
W6B WP4 0.720 0.720
W6B WP5 0.558 0.558
W6B WP6 0.032 0.032
W6B RP1 -0.485 -0.485
W6B RP2 -0.485 -0.485
W6F WP1 -0.041 -0.041
W6F WP2 -0.619 -0.619
W6F WP3 -0.800 -0.800
W6F WP4 -0.800 -0.800
W6F WP5 -0.619 -0.619
W6F WP6 -0.041 -0.041
W6F RP1 -0.485 -0.485
W6F RP2 -0.485 -0.485
Load On Hor. Vert.
Case Mem Kips Kips
W1R SPAN1 1.613 0.000
W1R SPAN6 0.510 0.000
W1L SPANI -0.510 0.000
W1L SPAN6 -1.613 0.000
W2R SPAN1 0.878 0.000
W2R SPAN6 1.245 0.000
W2L SPAN1 -1.246 0.000
W2L SPAN6 -0.878 0.000
--------------------------------
L 0 A D C O M B I N A T I O N S
--------------------------------
ASR Cases
0.000
0.000
0.000
0.000
61.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
61.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
61.000
Moment
K-Ft.
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
20.500
10.111
16.780
61.000
122.000
10.780
18.111
20.500
20.500
18.111
16.780
61.000
122.000
1C.780
18.111
2g.500
2 .500
10.111
16.780
61.000
122.000
1.333
126.667
11.333
120'.667
11.333
1201 667
1.333
120,.667
1)
1.00
SW + RDL + COL + RLL + RLR
2),
1.00
0.60SW•1- 0.60RDL + W1L
3)
1.00
0.60SW + 0.60RDL + W2L
4)
1.00
0.60SW + 0.60RDL + W1R
5)
1.00
0.60SW + 0.60RDL + W2R
6)
1.00
SW + RDL + COL + 0.75RLL +
0.75RLR
7)
1.00
SW + RDL + COL + 0.75RLL +
0.75RLR
8)
1.00
SW + RDL + COL + 0.75RLL +
0.75RLR
9)
1.00
SW + RDL + COL + 0.75RLL +
0.75RLR
10)
1.00
0.60SW + 0.60RDL + W5B
11)
1.00
0.60SW + 0.60RDL + W6B
12)
1.00
0.60SW + 0.60RDL + W5F
13)
1.00
0.60SW + 0.60RDL + W6F
14)
1.00
SW + RDL + COL + 0.75RLL +
0.75RLR
15)
1.00
SW + RDL + COL + 0.75RLL +
0.75RLR
16)
1.00
SW + RDL + COL + 0.75RLL +
0.75RLR
17)
1.00
SW + RDL + COL + 0.75RLL +
0.75RLR
0.75W1L
0.75W2L
0.75W1R
0.75W2R
0.75W5B
0.75W6B
0.75W5F
0.75W6F
Job : S4J0148A CLASSIC TRUSS
Frame: E02A FRAME LINE 13 W/ FUTURE GIRTH
•.. DESIGN SUMMARY REPORT •*'
BUILDING SYSTEMS Date: 03-17-04
By : BZEIGLER
Built Up Rafter - RAF01
T/L B/R T/L B/R
Flange Flange Web Load Axial Axial�.-ent Bend Bend
Section Mat'l Mat'l Mat'l Comb Loc Rips Ratio Fi-kip Ratio Ratio
•----------------------------------------------------------------------------------
1 F6.25 F6.25 W175 12 7 0.1 0.00 66.9 . 0.44 0.38
2 F6.25 F6.25 W175 12 8 1.4 0.01 66.9 0.44 0.38
Chkpt 1 7 8 11
Depth 28.50 28.50 28.50
Section 1 1 1 2 1
---------------------------------------------------------- -------------------------
width thick Fy I width thick Fy
---------------------------------------------------------- ------------------------
T/L Fig I 6.0 0.2500 55.00 I 6.0 0.2500 55.00
Web I 0.1750 55.00 IJ 0.1750 55.00
B/R Fig 6.0 0.2500 55.00 6.0 0.2500 55.00
----------------------------------------------------------------------------------'
Built Up Rafter - RAF02
T/L B/R T/L B/R
Flange Flange Web Load Axial Axial loment Bend Bend
Section Mat'l Hat-1 Mat'l Comb Loa Rips Ratio Fi-kip Ratio Ratio
__________________________________________________________________________________
1 F625 F6.25 W175 1 12 -0.4 0.01 -23.3 0.13 0.18
2 F6..25 F6.25 W175 12 19 5.3 0.02 26.8 0.18 0.15
Chkpt 12 - 18 19 23
Depth 28.50 28.50 28.50
Section 1 1 1 2 1
__________________________________________________________________________________
width thick Fy I width thick Fy
----------------------------------------------------------------------------------
T/L Fig 6.0 0.2500 55.00 6.0 0.2500 55.00
Web 0.1750 55.00 0.1750 55.00
500 B/R Fig 6.0 0.255.00 6.0 0.2500 55.00
-
Built Up Rafter - RAF03
T/L B/R T/L B/R
Flange Flange Web Load Axial Axial Moment Bend Bend
Section Nat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio
----------------------------------------------------------- _______________________
1 F6.25 F6.25 W175 10 28 -0.2 0.00 30.3 0.20 0.17
2 F6.25 F6.25 W175 10 , 29 -3.8 0.02 27.2 0.18 0.15
Chkpt 24 28 29 35
Depth 28.50 28.50 28.50
Section I I 1 2 1
------------------------------------'--------------------------------------------'
----------I width thick--- Fy I width thick Fy
-------------------------
T/L Fig I 6.0 0.2500 55.00 I 6.0 0.2500 55.00
Web l 0.1750 55.00 II 0.1750 55.00
B/R Fig 6.0 0.2500 55.00 6.0 0.2500 55.00
Built Up Rafter - RAF04
T/L B/R T/L B/R
Flange Flange Web Load Axial Axial Moment Bend Bend
section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Fi-kip Ratio Ratio
---------------------------------------------------------- �-----------------------
1 F6.25 F6.25 W175 12 39 7.2 0.03 73.0 0.48 0.41
2 F6.25 F6.25 W175 12 40 5.8 0.02 73.0 0.49 0.41
Chkpt 36 39 40 46
Depth 28.50 28.50 28.50
Section 1 2
----------------------------------------------------------------------------------
width thick Fy i width thick Fy
----------------------------------------------------------------------------------
Web 0.1750 55.00 0.1750 55.00
B/R Fig 6.0 0.2500 55.00 6.0 0.2500 55.00
----------------------------------------------------------------------------------
------------------------------I
Wide Flange Members
ks
Page: 1
File: E02A
Max ------------- I SHEAR --------------
Unity Load Force Shear Flow (k/in
Check Comb Loc Rips Ratio T/L B/R
--------------------------------------------------
0.44 12 6b 7.57 0.47 0.17 0.17
0.44 12 9a -8.23 0.47 0.19 0.19
Max_____________
SHEAR
--------------
Unity
Load
Force
Shear
Flow
(k/in)
Check
Comb
Loc
Kips
Ratio
T/L
B/R
__________________________________________________
018
12
13a
-5.61
0.35
0.13
0.13
0..18
__________________________________________________
--------------------------------------------------
10
20a
-6.23
0.38
0.14
0.14
--------------------------------------------------
Max
-------------
SHEAR
--------------
Unity
Load
Force
Shear
Flow
(k/in)
Check
Comb
Loc
Kips
Ratio
T/L
B/R
-----------------------------------
0.20
10
27b
6.52
_______________
0.40
0.15
0.15
0.20
10
30a
-5.96
0.37
0.14
0.14
--------------------------------------------------
Max
-------------
SHEAR
--------------
Unity
Load
Force
Shear
Flow
(k/in)
Check
Comb Loc
Kips
Ratio
T/L
B/R
--------------------------------------------------
0.48
12 38b
8.23
0.47
0.19
0.19
0.48
12 41a
-8.24
0.51
0.19
0.19
.. Shipping Mat'l Load Axial Axial Moment Bend Max
Length Code ID Fy Comb Loc Kips Ratio Ft -kip Ratio Ratio
--------------------------------------------------------------------------------------
P COL01 WF818 W ex 18 50.0 12 411 0.0 0.00 -1.1 0.01 0.01
COL02 WF818 W a 18 50.0 12 54a 15.7 0.10 -18.5 0.49 0.59
COL03 WF924 W 8x 24 50:0 12 6 0 a 11.6 0.05 -29.90.57 0.63
COL04 WF824 W 8x 24 50.0 12 66a 10.5 0.05 -29.9 0.57 0.62
COL05 WF818 W a 18 50.0 12 72a 16.4 0.10 -18.5 0.49 0.59
COL06 WF818 W Bx 18. 50.0 12 77b 0.0 0.00 -0.5 0.01 0.01
Frame Weight (lbs) = 4911
Deflections (in):
10 yr Wind dx -0.10 = H/1062 LONG. WIND 1 TO FRONT
Maximum dx = -0.12 = H/ 861 0.60SW+0.60RDL+WSF'
Maximum dy = 0.73 = L/ 261 @ MOD 5, 0.60SW+0.60RDL+W5F1
Max. Live dy = -0.38 = L/ 0 @ MOD 0, SW+RDL+COL+RLL+RLW
E/W col dx = 0.63 = L/ 334 @ COL03, 0.60SW+0..60RDL+W5F',
---------------------------------------------
Load
Shear
Shear
Comb
Loc
Kips
Ratio
---------------------------------------------
12
50b
0.23
0.01
12-
56b
4.46
0.12
.12
62b
5.02
0.13
12
68b
5.02
0.13
12
74b
4.46
0.12
12
79b
0.23
0.01
NUCOR BUILDING SYSTEMS
Job # S4J0148A
. Job Name: CLASSIC TRUSS
Frame FO1 FRAME LINE 2-12
Date 3/11/04
Designer: BZEIGLER
File : FO1
--------------------------------
F R A M E D E S C R I P T I O N
--------------------------------
Frame type : RCG
Frame width : 90.00 Ft.
Bay width : 25.00 Ft.
LEFT RIGHT
Dim to ridge 45.00 Ft. 45.00 Ft.
Roof slope 1.00/12-1.00/12
Eave height 18.00 Ft. 18.00 Ft.
Girt offset 8.00 In. 8.00 In. Typ. Girt spacing s 5.00 Ft.
Purlin offset 8.00 In. 8.00 In. TyE. Purlin spacing: 5.00 Ft.
Col. spacing 90.0000
Supports / Spring Constants
COLO1 - Bottom V H
COL02 - Bottom V H
Column Bracing:
WP1 Girt Brace N N N
Flange Brace 0 0 0
Location (ft): 7.5 12.5 15.2
WP2 Girt Brace N N N
Flange Brace 0 0 0
Location (ft): 7.5 12.5 15.2
Other Braces:
Column
Left Brace
Right Brace
Location (ft):
------------- -
L O A D I N G C O N D I T I
-----------------------------------------
-
O N S
--
Building Code & Year
: FLBC -
2001
1986/1996 MBMA occupancy class : 1/2
L 0 A D S (Psf)
Roof Dead load 2.50
Roof Coll load 5.00
Roof Live load 12.00
Roof Snow load 0.00
Floor dead load : 0.00
Floor live load : 0.00
Ground Snow load: 0.00
Ce = 0.90
Seismic zone 0
Wind speed : 130.00 Mph
Exp. : B
I
r Wind pressure 25.76 P.sf
Building is Open
Wind pressure coefficients
Cl C2
C3
C4I
I
W1R 0.750 -0.500
-0.500
-0.756
W1L -0.750 -0.500
-0.500
0.750
W2R 0.750 -0.200
-0.600
-0.756
W2L -0.750 -0.600
-0.200
0.756
W5B -0.750-0..500
-0.500
-0.756
Tributary widths
Panel Trib. Width (ft)
.
WP1 ' 1.00
I
WP2 1.00
RP1 25.00
RP2 1 25.00
-----------------------------
P R O G R A M- A P P L I E D
Load
On
Start
End
Case
Panel
Load
Load
r
Klf
Klf
RDL
RP1
-0.062
-0.062
RDL
RP2
-0.062
-0.062
COL
RP1
-0.125
-0.125
COL
RP2
-0.125
-0.125
RLL
RP1
-0.300
-0300
RLR
RP2
-0.300
-0..300
WiR
WP1
0.019
0.019
W1R
WP2
0.019
0.019
W1R
RP1
-0.322
-0.322
W1R
RP2
-0.322
-0.322
W1L
WP1
-0.019
-0.019
WU
WP2
-0.019
-0.019
WU
RP1
-0.322
-0.322
W1L
RP2
-0.322
-0.322
W2R
WPi
0.019
0.019
W2R
WP2
0.019
0.019
W2R
RP1
_-0.129
-0.129
W2R
RP2
-0.386
-0.386
W2L
WP1
-0.019
-0.019
W2L
WP2
-0.019
-0.019
W2L
RP1
-0.386
-0.386
W2L
RP2
-0.129
-0.129
W5B
WP1
-0.019
-0.019
W5B
WP2
0.019
0.019
W5B
RP1
-0.322
-0.322
W5B
RP2
-0.322
-0.322
-----------------------
U S E R- A P P L I E D
-----------------------
Load On Hor.
Case Mem Kips
RDL COL01 0.000
RDL COL02 0.000
COL COLO1 0.000
COL COL02 0.000
RLL COL01 0.000
RLR COL02 0.000
W1R COL01 0.000
W1R COL02 0.000
W1R SPAN1 4.580
W1L COLO1 0.000
W1L COL02 0.000
W1L SPAN1 -4.580
W2R COL01 0.000
W2R COL02 0.000
W2R SPAN1 4.580
W2L COL01 0.000
_ W2L COL02 0.000
W2L SPAN1 -4.580
L O A D S
Start
Loc
Ft.
0.000
45.000
0.000
45.000
0.000
45.000
0.000
0.000
0.000
45.000
0.000
0.000
0.000
45.000
0.000
0.000
0.000
45.000
0.000
0.000
0.000
45.000
0.000
0.000
0.000
45.000
L O A D S
Vert.
Kips
-2.100
-2.100
-2.000
-2.000
-8.000
-8.000
14.100
14.100
0.000
14.100
14.100
0.000
14.100
14.100
0.000
14.100
14.100
0.000
--------------------------------
L O A D C O M B I N A T I O N S
Moment
K-Ft.
26.950
-26.950
19.633
-19.633
78.633
-78.633
-138.950
138.950
-0.000
-138.950
138.950
0.000
-138.950
138.950
-0.000
-138.950
138.950
0.000
45'.000
90.000
45.000
90.000
45''.000
.000
N.000
18.000
45'.000
90.000
1� 000
1 .000
4 .000
90.000
18.000
18.000
41.000
90.000
18.000
18.000
45.000
90.000
18.000
18.000
45.000
90.000
17I.000
17.000
1J7J.000
17�.000
17.000
17.000
7.000
17.000
5.000
17.000
17.000
30.000
17.000
17,.000
5.000
17.000
17.000
36.000
Special
Load #
C-1
C-8
C-2
C-9
C-3
C-10
C-4
C-11
C-15
C-5
C-12
C-17
C-6
C-13
C-16
C-7
C-14
C-18
ASR
Cases
1)
1.00
SW + RDL + COL + RLL + RLR
2)
1.00
0.60SW + 0.60RDL + W1L
3)
1.00
0.60SW + 0.60RDL + W2L
4)
1.00
0.60SW + 0.60RDL + W1R
5)
1.00
0.60SW + 0.60RDL + W2R
6)
1.00
SW + RDL + COL + 0.75RLL +
0.75RLR�+ 0.75W1L
7)
1.00
SW + RDL + COL + 0.75RLL +
0.75RLRI+ 0.75W2L
8)
1.00
SW + RDL + COL + 0.75RLL +
0.75RLRi+ 0.75W1R
9)
1.00
SW + RDL + COL + 0.75RLL +
0.75RLRI+ 0.75W2R
10)
1.00
0.60SW + 0.60RDL + W5B
11)
1.00
SW + RDL + COL + 0.75RLL +
0.75RLR + 0.75W5B
Description
Canopy
Canopy
Canopy
Canopy
Canopy
Canopy
Canopy
Canopy
Tie -Back
Canopy
Canopy
Tie -Back
Canopy
Canopy
Tie -Back
Canopy
Canopy
Tie -Back
Oam CP4.l0'PI4 L.'-'Azt>S
b�
0
Job : S4J0148A CLASSIC TRUSS NUCOR BUILDING SYSTEMS Date: 03-17-04 Page: 7
Frame: FO1 FRAME LINE 2-12 By : BZEIGLER File: FO1
•.. DESIGN SUMMARY REPORT •t•
________________________________________________________________________________________________________________________________
'Bu_ilt Up Rafter - RAFO1
T/L B/R T/L B/R Max ------------- SHEAR . --------------
Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load . Force Shear Flow (k/in)
Section Mat'l Mat'l Mat'l Comb Lac Kips Ratio Ft -kip Ratio Ratio Check Comb Lac Kips Ratio T/L B/R
____________________________________________________________________________________________________________________________________
1 F6.38 F6.38 W200 1 1 -16.3 0.06 -300.3 0.89 0.96 1.D0 1 4a 17.66 0.02 0.43 0.43
Chkpt 1 6
Depth 36.75 24.75
Section I 1
--------------------------------------------------- -------- ------------------------------------------------------------------------
width thick Fy
T/L Flg 6.0 0.3750 55.00
Web 0.2000 55..00
B/R Flg 6.0 0.3750 55.00
------------------------------------------------------- -------------------------------------------------------------------------
Built Up Rafter - RAF02
T/I. B/R T/L B/R Max ------------- SHEAR --------------
Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in)
Section Mat'l Mat'l Mat'l Comb Lac Kips Ratio Ft�kip Ratio Ratio Check Comb Lac Kips Ratio T/L B/R
____________________________________________________________________________________________________________________________________
1 F625 F6.25 W175 5 7 1.3 0.01 93.3 0.74 0.65 0.74 1 7 13.42 0.71 0.41 0.41
2 F6..25 F6.25 W150 1 16 -14.0 0.10 91.9 0.78 0.67 0.85 1 13 5.82 0.49 0.17 0.17
Chkpt 7 12 13 17
Depth 24.50 - 24.50 24.50
section 1 1 1 2
------------------------------------------------------------------------------------------------------------------------------------
width thick Fy I width thick Fy
T/L Flg 6.0 0.2500 55.00 6.0 0.2500 55.00
Web 0.1750 55.00 0.1500 55.00
B/R Flg 6.0 0.2500 55.00 6.0 0.2500 55.00
r
Built Up Rafter - RAF03
T/L B/R T/L B/R Max ------------- SHEAR --------------
Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in)
Section Mat'l Mat'l Mat'l Comb Lac Kips Ratio Ft -kip Ratio Ratio Check Comb Lac Kips Ratio T/L B/R
__________________________________________________________J___-____________________________________________ _______--_--_-__________-
1 F5.25 F5.25 W125 1 19 -14.0 0.13 92.2 0.89 0.80 0.97 1 22 5.83 0.84 0.17 0.17
2 F5.25 F5.25 W175 9 27 -11.4 0.21 -66.5 0.52 0.85 0.96 1 27 -13.40 0.71 0.39 0.39
Chkpt 18 22 23 27
Depth 24.5'0 '• 24.50 24.50
section 1 1 1 2 1
------------------------------------------------------------------------------------------------------------------------------------
width thick Fy I width thick Fy I I
------------------------------------------------------------------------------------------------------------------------------------
T/L Flg 5.0 0.2500 55.00 I 5.0 0.2500 55.00
Web 0.1250 55.00 II 0.1750 55.00
B/R Flg _ 5.0 0.2500 55.00 5.0 0.2500 55.00
--- ---- ---- --
Built Up Rafter - RAF04
T/L B/R T/L B/R Max ------------- SHEAR --------------
Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in)
Section Mat'l Mat'l Mat'l Comb Lac Kips Ratio Ft -kip Ratio Ratio Check Comb Lac Kips Ratio T/L B/R1 _____________________________________________________________-_-_________-_____________-_--___-____-_______-____________-__________
1 F6.38 F6.38 W200 1 32 -16.3 0.06 i300.4 0.89 0.96 1.00 1 30b -17.65 0.82 0.43 0.43
Chkpt 28 32
Depth 24.75 36.75
Section I 1
width thick Fy
---------------------------------------------------- -- -------------------------------------------------------------------------
T/L Flg 6.0 0.3750 55.00 �.
Web 0.2000 55.00
B/R Flg 6.0 0.3750 55.00
Built Up Column - COLO1
T/L B/R T/L B/R Max ------------- SHEAR --------------
Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in)
Section Mat'l Mat'l Mat'l Comb Lac Kips Ratio F't-kip Ratio Ratio Check Comb Lac Kips Ratio T/L B/R
____________________________________________________________________________________________________________________________________
1 F8.50 F8.38 W200 1 37 -35.8 0.24 1-182.5 0.46 0.68 0.82 1 37 -12.57 0.55 0.70 0.63
I
Chkpt 33 37
Depth 16.88 30.B9
Section 1 1 1
------------------------------------------------------------------------------------------------------------------------------------
width thick Fy I I
T/L Flg 8.0 0.5000 55.00
Web 1 0.2000 55.00
B/R F1g 8.0 0.3750 55.00
------------------------------------------------------------------------------------------------------------------------------------
Built Up Column - COL02
T/L B/R T/L B/R Max ------------- SHEAR --------------
Flange Flange Web Load Axial Axial ,Moment Bend Bend Unity Load Force Shear Flow (k/in)
Section Mat'l Mat'l Mat'l Comb Loa Kips Ratio Ft -kip Ratio Ratio Check Comb Lac Kips Ratio T/L B/R
--------------------------------------------------------- --------------------------------------------------------------------------
1' F8.38 F8.50 W200 1 42 -35.8 0.24 182.6 0.6B 0.46 '0.82 1 42 12.57 0.55 0.63 0.7D
Job : S4J0148A
CLASSIC TRUSS
1;
Frame FO1 FRAME
LINE 2-12
— DESIGN SUMMARY REPORT •t•
--------------------------------------------------
Chkpt 38
42
_________
Depth 16.08
30.88
Section I
1
------------------------------------------------------------
width
thick
Fy
---------------------------------------
T/L Flg I
8.0
0.3750
55.00
--------------------
Web
0200D
1, 00
I
.
Ij
B/R Flg 8.0
---------------------------------------------------------"'
0..5000
55.00
Frame Weight (lbs)
=
3414
Deflections (in):
10 yr Wind dx =
1.07
= N/ 164
WIND CASE 2 TO RIG.
Maximum dx =
1.39
= N/ 126
O.60SW+0.60RDL+W2R
Maximum dy =
-3.96
= L/ 262 @ MOD
1, SW+RDL+COL+RLL+RLR
Max. Live dy =
-2.31
L/ 448 @ MOD
1, SW+RDL+COL+RLL+RLR
BUILDING SYSTEMS
_r_______________________
Date: 03-17-04 Page: 2
By : BZEIGLER File: FO1
.__________- _________________
NUCOR BUILDING SYSTEMS
Job # : S4J0148A
Job Name: CLASSIC TRUSS
Frame : F01A FRAME LINE 2-12 W/ FUTURE GIRTS
Date : 3/11/04
Designer: BZEIGLER
File F01A
--------------------------------
F R A M E D E S C R I P T I O N
--------------------------------
Frame type : RCG
Frame width 90.00 Ft.
Bay width 25.00 Ft.
LEFT
RIGHT
Dim to ridge 45.00 Ft.
45.00 Ft.
Roof slope 1.00/12
-1.00/12
Eave height 18.00 Ft.
18.00 Ft.
Girt offset 8.00 In.
8.00 In. Typ.
Purlin offset 8.00 In.
8.00 In. Typ,
Col. spacing 90.0000
Supports / Spring Constants
COL01 - Bottom V H
COL02 - Bottom V H
Column Bracing:
WP1 Girt Brace Y
Y N
Flange Brace 1
2 0
Location (ft): 7.5
12.5 15.2
WP2 Girt Brace Y
Y N
Flange Brace 1
2 0
Location (ft): 7.5
12.5 15.2
Other Braces:
Column
Left Brace
Right Brace
Location (ft):
-----------------------------------------
L O A D I N G C O N D I T
-----------------------------------------
I O N S
Building Code & Year
: FLBC - 2001
1986/1996 MBMA occupancy class : 1/2
L O A D S (Psf)
Roof Dead load 2.50
Roof Coll load 5.00
Roof Live load 12.00
Roof Snow load 0.00
Floor dead load 0.00
Floor live load 0.00
Ground Snow load: 0.00
Ce = 0.90
Seismic zone 0
' Wind speed : 130.00 Mph
Exp. : B
Wind pressure 25.76 Psf
Building is. Enclosed
Wind pressure coefficients
•
Cl
C2
C3
C4
W1R
0.580
-0.510
-0.190
-0.110 ,
W1L
-0.110
-0.190
-0.510
0.580
W2R
0.220
-0.870
-0.550
-0.470
W2L
-0.470
-0.550
-0.870
0.220
W5B
-0.270
-0.510
-0.190
-0.270
W5F
-0.270
-0.190
-0.510
-0.270
W6B
-0.630
'-0.870
-0.550
-0.630
W6F
-0.630
-0.550
-0.870
-0.630
Tributary Widths
Panel Trib. Width (ft)
Girt spacing 5.00 Ft.
Purlin spacing: 5.00 Ft.
WP1 2500
WP2 25..00
RP1 25.00
RP2 25.00
---------------- =---------------- --------
P R O G R A M- A P P L I E D L 0 A D S
------------------- ----------------------
' Load On Start End Start
Case Panel Load Load Loc
Klf Klf Ft.
RDL RP1 -0.062 -0.062 0.000
RDL RP2 -0.062 -0.062 45.000
COL RP1 -0.125 -0.125 0.000
COL RP2 -0.125 -0.125 45.000
RLL RP1 -0.300 -0.300 0.000
RLR RP2 -0.300 -0.300 45.000
W1R WP1 0.374 0.374 0.000
W1R WP2 0.071 0.071 0.000
W1R RP1 -0.328 -0.328 0.000
W1R RP2 -0.122 -0.122 45.000
W1L WP1 -0.071 -0.071 0.0.00
W1L WP2 -0.374 -0.374 0.000
W1L RP1 -0.122 -0.122 0.000
W1L RP2 _-0.328 -0.328 45.000
W2R WP1 0.142 0.142 0.000
W2R WP2 0.303 0.303 0.000
W2R RP1 -0.560 -0.560 0.000
W2R RP2 -0.354 -0.354 45.000
W2L WP1 -0.303 -0.303 0.000
W2L WP2 -0.142 -0.142 0.000
W2L RP1 -0.354 -0.354 0.000
W2L RP2 -0.560 -0.560 45.000
W5B WP1 -0.174 -0.174 0.000
W5B WP2 0.174 0.174 0.000
W5B RP1 -0.328 -0.328 0.000
W5B RP2 -0.122 -0.122 45.000
W5F WP1 -0.174 -0.174 0.000
W5F WP2 0.174 0.174 0.000
W5F RP1 -0.122 -0.122 0.000
W5F RP2 -0.328 -0.328 45.000
W6B WP1 -0.406 -0.406 0.000
W6B WP2 0.406 0.406 0.000
W6B RP1 -0.560 -0.560 0.000
W6B RP2 -0.354 -0.354 45.000
W6F WP1 -0.406 -0.406 0.000
W6F WP2 0.406 0.406 0.000
W6F RP1 -0.354 -0.354 0.000
W6F RP2 -0.560 -0.560 45.000
-----------------------------------------
U S E R- A P P L I E D L 0 A D S
-----------------------------------------
Load On Hor. Vert. Moment
Case Mem Kips Kips K-Ft.
RDL COLO1 0.000 -2.100 27.125
RDL COL02 0.000 -2.100-27.125
COL COL01 0.000 -2.000 19.800
COL COL02 0.000 -2.000-19.800
RLL COL01 0.000 -8.000 79.300
RLR COL02 0.000 -8.000-79.300
W1R COL01 0.000 14.100-140.125
W1R COL02 0.000 14.100 140.125
W1R SPAN1 4.580 0.000 -0.000
W1L COL01 0.000 14.100-140.125
W1L COL02 0.000 14.100 140.125
W1L SPAN1 -4.580 0.000 0.000
W2R COL01 0.000 14.100-140.125
W2R COL02 0.000 14.100 140.125
W2R SPAN1 4.580 0.000 -0.000
• W2L COL01 0.000 14.100-140.125
W2L COL02 0.000 14.100 140.125
W2L SPAN1 -4.580 0.000 0.000
-----------------------------------------
L O A DC O M B I N A T I O N S
-----------------------------------------
ASR Cases
1) 1.00 SW + RDL + COL + RLL + RLR
2) 1.00 0.60SW + 0.60RDL + W1L
3) 1.00 0.60SW + 0.60RDL + W2L
4) 1.00 0.60SW + 0.60RDL + W1R
5) 1.00 0.60SW + 0.60RDL + W2R
Ft.
45L000
90L000
451 000
90r000
451.000
90,.000
18.000
1E 000
45.000
90.000
18.000
18.000
45.000
90.000
18.000
18.000
45.000
90.000
18.000
18.000
45.000
90j.000
18.000
18'.000
451.000
90.000
18.000
16.000
45.000
90.000
18.000
18.000
45.000
90.000
18.000
18.000
45.000
90.000
I
L Ic
Ft.
17.000
17I.000
17,.000
17,.000
17.000
17.000
17.000
17,.000
5:000
17.000
17.000
36.000
17.000
17.000
5.000
17.000
17.000
30.000
Special
Load # Description
C-1
Canopy
C-8
Canopy
C-2
Canopy
C-9
Canopy
C-3
Canopy
C-10
Canopy
C-4
Canopy
C-11
Canopy
C-15
Tie -Back
C-5
Canopy
C-12
Canopy
C-17
Tie -Back
C-6
Canopy
C-13
Canopy
C-16
Tie -Back
C-7
Canopy
C-14
Canopy
C-18
Tie -Back
6)
1.00
SW + RDL
+ COL + 0.75RLL +
0.75RLR
7)
1.00
SW + RDL
+ COL + 0.75RLL +
0.75RLR
8)
1.00
SW + RDL
+ COL + 0.75RLL +
0.75RLR
9p
1.00
SW + RDL
+ COL +,0.75RLL +
0.75RLR
. 10)
1.00
0.60SW +
0.60RDL + W5B
11)
1.00
0.60SW +
0.60RDL + W6B
12)
1.00
0.60SW +
0.60RDL +.W5F
13)
1.00
0.60SW +
0.60RDL + W6F
14)
1.00
SW + RDL
+ COL + 0.75RLL +
0.75RLR
' 15)
1.00
SW + RDL
+ COL + 0.75RLL+
0.75RLR
16)
1.00
SW + RDL
+ COL + 0.75RLL +
0.75RLR
17)
1.00
SW + RDL
+'COL + 0.75RLL +
0.75RLR
0.75W1L
0.75W2L
0.75W1R
0.75W2R
0.75W5B
0.75W6B
0.75W5F
0.75W6F
Job : S4JO148A CLASSIC TRUSS NdCOR BUILDING SYSTEMS
Frame: FOIA FRAME LINE 2-12 W/ FUTURE GIRTS
*** DESIGN SUMMARY REPORT ***
_________________________________________________________________________________
Built Up Rafter - RAF01
T/L. B/R T/L B/R
Flange Flange Web Load Axial Axial Moment Bend Bend
Section Mat'l Mat'l Mat'l Comb Lee Kips Ratio Ft lkip Ratio Ratio
------------------------------------------------ --------------------------------
1 1 F6.38 F6.38 W200 1 1 -16.2 0.06 -300.5 0.89 0.96
Chkpt 1 6
Depth 36.75 24.75
Section 1 1 1
Date: 03-17-04 Page: v
By : BZEIGLER File: FOlA
'Max _____________ SHEAR ______________
Unity Load Force Shear Flow (k/in)
Check Comb Lee Kips Ratio T/L B/R
-_--______________________________________________
1.00 1 4a 17.67 0.82 0.43. 0.43
------------------------------------------------------------------------------------------------------------------------------------
width thick Fy
T/L Flg 6.0 0.3750 55.00
Web 0.2000 55.00
B/R Flg 6.0 0.3750 55.00
Built Up Rafter - RAF02
T/L B/R T/L B/R Max ---- SHEAR. --------------
Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in)
Section Mat'l Mat'l Mat'l Comb Lee Kips Ratio Ft skip Ratio Ratio Check Comb Lee Kips Ratio T/L B/R
------------------------------------------------------------------------------------------------------------------------------------
1 F6.25 F6.25 W175 1 7 -15.0 0.16 -61.8 0.43 0.52 0.62 1 7 13.42 0.71 0.41 0.41
2 F6.25 F6.25 W150 1 16 -14.0 0.10 '91.9 0.78 0.67 0.85 1 13 5.02 0.49 0.18 O.1B
Chkpt 7 12 13 17
Depth 24.50 _ 24.50 24.50
Section 1 1 1 2 1 . `
------------------------------------------------------------------------------------------------------------------------------------
width thick Fy I width thick Fy I I
------------------------------------------------------------------------------------------------------------------------------------
T/L Flg 6.0 0.2500 55.00 I 6.0 0.2500 55.00
Web 0.1750 55.00 Il 0.1500 55.00
5.00 B/R Flg 6.0 0.2500 56.0 0.2500 55.00
Built Up Rafter - RAF03
T/L B/R T/L B/R Max ------------- SHEAR --------------
Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in)
Section Mat'l Mat'l Mat'l Comb Lee Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R
1 F5.25 F5.25 W125 1 19 -14.0 0.13 I92.3 0.89 0.80 0.97 1 22 -5.83 0.84 0.18 0.18
2 F5.25 F5.25 W175 1 27 -15.0 0.28 -62.0 0.49 0.72 0.92 1 27 -13.41 0.71 0.39 0.39
Chkpt 18 22 23 27
Depth 24.50 24.50 24.50
Section 1 1 2 1
------------------------------------------------------------ ------------------------------------------------------------------=----
-----__-_-I width thick--- Fy I width thick Fy
T/L Flg I 5.0 0.2500 55.00 I 5.0 0.2500 55.00
Web 1 0.1250 55.00 II 0.1750 55.00
500 B/R Flg 5.0 0.255.00 5.0 0.2500 55.00
------------------------------------------------------------------------------------------------------------------------------------
Built Up Rafter - RAF04
T/L B/R T/L B/R Max ------------- SHEAR --------------
Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in)
Section Mat'l Mat'l Mat'l Comb Lee Kips Ratio Ft1kip Ratio Ratio Check Comb Lee Kips Ratio T/L B/R
1 F6.38 F6.38 W200 1 32 -16.2 0.06 -300.6 0.89 0.96 1.00 1 30b -17.66 0.82 0.43 0.43
Chkpt 28 32
Depth 24.75 36.75
Section 1 1 1
width thick Fy
------------------------------------------------------------------------------------------------------------------------------------
T/L Flg 6.0 0.3751 11.10
Web 0.2000 55.00
B/R Flg----_ 6.0- 0.3750 55.00
-------
Built Up Column - COLOI
T/L B/R T/L B/R Max ------------- SHEAR -----------
Flange Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in)
Section Mat'l Mat'l Mat'l Comb .Loc Kips Ratio Ft=kip Ratio Ratio Check Comb Lee Kips Ratio T/L B/R
----------------------------------------------------------- ________________________________________________________________________
1 F8.50 F8.38 W200 13 37 15.3 0.04 227.2 0.58 0.67 0.70 13 37 18.28 0.80 0.79 0.72
Chkpt 33 37
Depth 16.88 30.88
Section 1 1
-----------------------------------------------------------'---------------------------------------------
width- thick- Fy
T/L Flg B.0 0.5000 55.00
. Web 0.2000 55.00
B/R Flg 8.0 0.3750 55.00
Built Up Column - COL02
T/L B/R T/L B/R Max ------------- SHEAR --------------
Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in)
Section Mat'l Mat'l Mat'l Comb Lee Kips Ratio FtLkip Ratio Ratio Check Comb Lee Kips Ratio T/L B/R
------------------------------------------------`---------- L ------------------------------------------------------------------------
1 F8.38 F8.50 W200 11 42 15.4. 0.04 =225.5 0.66 0.58 0.70 11 42 -18.16 0.80 , 0.71 0.78
Job : S4J0148A CLASSIC TRUSS NUCOR BUILDING SYSTEMS
Frame: F01A FRAME LINE 2-12 W/ FUTURE GIRTS
— DESIGN SUMMARY REPORT
-------------------------------------------------------------------------------
�Chkpt 38 42
Depth 16.88 30.88 .
section I 1
Date: 03-17-04 Page:
By HZEIGLER File: FOlA
------------------------------------------------
----------------------------------------------------------------------
width thick Fy
T/L Flg 8.0 0.3750 55.00
Web 0.2000 55.00
B/R Flg 8.0 0.5000 55.00
------------------------------------------------- ------------------------------------------------------------------
Frame Weight (lbs) = 3414
Deflections (in).
10 yr Wind dx = 0.69 H/ 252 WIND CASE 2 TO AIGBT
Maximum dx = 0.89 = H/ 196 0.60SW+0.60RDL+W2R
Maximum dy = -3.95 = L/ 262 @ MOD 1, SW+RDL+COL+RLL+RLR
Max. Live dy = -2.31 = L/ 448 @ MOD 1, SW+RDL+COL+RLL+RLR
NUCOR BUILDING SYSTEMS
Job # : S4J0148A
Job Name: CLASSIC TRUSS
` Frame F02 LEAN TO
Date : 3/11/04
Designer: BZEIGLER
File F02
Y
- - ----- ----- - - - -- - - - ---- -- --- ---
F R A M E D E S C R I P T I O N
--------------------------------
Frame type : LCS
Frame width
18.67 Ft.
Bay width
13.83 Ft.
LEFT
RIGHT
Dim to ridge
18.67 Ft.'
0.00 Ft.
Roof slope
1.00/12
0.00/12
Eave height
16.44 Ft.
18.00 Ft.
Girt offset
8.00 In.
8.00 In. Typ,
Purlin offset
8.00 In.
8.00 In. Typ.
Col. spacing 18.6667
Supports / Spring Constants
COL01 - Bottom V H
COL02 - Top H Bottom V H
Column Bracing:
WP1 Girt Brace N N
Flange Brace 0 0
Location (ft): 7.5 12.5
Other Braces:
Column
Left Brace
Right Brace
Location (ft):
-----------------------------------------
L O A D I N G C O N D I T I O N S
-----------------------------------------
Building Code & Year : FLBC - 2001
1986/1996 MBMA occupancy class : 1/2
L 0 A D S (Psf)
I
Roof Dead load 2.50
Roof Coll load 5.00
Roof Live load 20.00
Roof Snow load 0.00
Floor dead load 0.00
Floor live load :
0.00
Ground Snow load:
0.00
Ce = 0.90
Seismic zone 0
Wind speed
130.00 Mph
Exp. : B
Wind pressure
25.76 Psf
Building is Open
_ Wind pressure coefficients
+ C1
C2
C3
C4
W1R 0.750
-0.500
-0.500
-0.750
W1L -0.750
-0.500
-0.500
0.756
W2R 0.750
-0.200
-0.600
-0.756
W2L -0.750
-0.600
-0.200
0.750
W5B -0.750
-0.500
-0.500
-0.756
1
Tributary Widths
Panel Trib. Width (ft)
WP1 13.83
RP1 13.83
-----------------------------------------
P R O G R A M- A P P L I E D L 0 A D S
----=------------------------------------
iGirt spacing 5.00 Ft.
j Purlin spacing: 3.50 Ft.
Load
On
Start
End
Start
End
Case
Panel
Load
Load
Loc
Loc
Klf
Klf
Ft.
Ft.
RDL
RP1
-0.035
-0.035
0.000
18.667
COL
RP1
-0.069
-0.069
0.000
18.667
RLL
RP1
-0.277
-0.277
0.000
186167
wiltWP1
0.267
0.267
0.000
16:4143
W1R
RP1
-0.178
-0.178
0.000
18.6'67
W1L
WP1
-0.267
-0.267
0.000
16.!43
W1L
RP1
-0.178
-0.178
0.000
18.�67
W2R
WP1
0.267
0.267
0.000
16.J43
W2R
RP1
-0.071
-0.071
0.000
18.667
W2L
WP1
-0.267
-0.267
0.000
16.443
W2L
RP1
-0.214
-0.214
0.000
18.667
W5B
WP1
-0.267
-0.267
0.000
16.443
W5B
RP1
-0.178
-0.178
0.000
18.667
L O A D C 0 M B I N A T I 0 N S
ASR
Cases
1)
1.00
SW + RDL + COL + RLL
2)
1.00
0.60SW + 0.60RDL + W1L
3)
1.00
0.60SW_+ 0.60RDL + W2L
4)
1.00
0.60SW + 0.60RDL + W1R
5)
1.00
0.60SW + 0.60RDL + W2R
6)
1.00
SW + RDL + COL + 0.75RLL +
0.75W1L
7)
1.00
SW + RDL + COL + 0.75RLL +
0.75W2L
8)
1.00
SW + RDL + COL + 0.75RLL +
0.75W1R
9)
1.00
SW + RDL + COL + 0.75RLL +
0.75W2R
10)
1.00
0.60SW + 0.60RDL + W5B
11)
1.00
SW + RDL + COL + 0.75RLL +
0.75W5B
I
MAI
Job S4J0148A CLASSIC TRUSS
NUCOR
BUILDING
SYSTEMS
Frame: F02 LEAN TO
- DESIGN SUMMARY REPORT
I
-------------------------------------------------------------------------------.
-Built Up Rafter - RAFO1
T/L B/R
T/L
B/R
Flange Flange Web Load
Axial
Axial
Moment
Bend
Bend
Section Mat'l Mat'l Mat'l Comb
Loc
Kips
Ratio
Ft -kip
Ratio
'-------------
Ratio
------------------------------------------------------------
1 F5.25 F5.25 W125 1
4
0.0
0.00
-------
�5.1
0.32
0.31
Chkpt 1 7
Depth 12.50 12.50
Section I 1
---------------------------------------------------------------------------------
width thick Fy
--------------------------------------------------
T/L Flg 5.0 0.2500 15.10
---------------------
Web 0.1250 55.00
B/R F1g 5.0 0.2500 55.00
-------------------------------------------------------------
--------------------
Built Up Column - COLO1
I
T/L B/R
T/L
B/R
Flange Flange Web Load
Axial
Axial
Moment
Bend
Bend
Section Mat'l Mat'l Mat'l Comb
Loc
Kips
Ratio
Ft -kip
Ratio
Ratio
---------------------------------------------------------------------------------
1 F5.25 F5.25 W125 4
10
1.2
0.01
1 7.6
0.54
, 0.15
Chkpt 8 12
Depth 12.50 12.50
Section :-1 -
---------------------------------------------------------------------------------
width thick Fy
---------------------------------------------------------------------------------
T/L F1g l 5.0 0.2500 55.00
b 0.1250 55:00
weR
II
Flg 5.0 0
B/.2500 55.00
-------------------------
-----------------------------------------
Built Up Column - COL02
Date: 03-17-04
By : BZEIGLER
Page: 11 `-
File: F02
max ------------- SHEAR --------------
Unity Load Force Shear Flow (k/in)
Check Comb Loc Kips Ratio T/L B/R
.-------------------------------------------------
0.32 1 7 -3.40 0.24 0.23 0.23
Max ------------- SHEAR --------------
Unity Load Force Shear Flow (k/in)
Check Comb Loc Kips Ratio T/L B/R
--------------------------------------------------
0.54 4 llb -1.86 0.13 0.13 0.13
T/L B/R
T/L
B/R
Max -------------
SHEAR
--------------
Flange Flange Web Load
Axial Axial
oment
Bend
Bend
Unity Load
Force Shear
Flow (k/in)
Section Mat'l Mat'l Hat'l Comb
Loc
Kips Ratio
Ft -kip
Ratio
Ratio
Check Comb Loc
Kips Ratio
T/L B/R
------------------------------------------------------------------------------------------------------------------------------------
1 F5.25 F5.25 W125 1
13
-3.4 0.03
0.0
0.00
0.00
0.03 1 14
0.00 0.00
0.00 0.00
Chkpt 13 14
I
Depth 12.50 12.50
section 11 1
---------------------------------------------------------------------------------------------------
--------
width thick Fy
j
-----------------------
---------------------------------------------------------
T/L F1g
l 5.0 0.2500 55.00
--------------------------------------------------------------------------
Web
0.1250 55.00
II
B/R F1g 5.0 0.2500 55.00
------------------------------------------------------------------------------------------------------------------------------------
Frame Weight (lbs) 466
I
Deflections (in):
I
Maximum dy = -0.25 = L/ 828 @
MOD 1,
SW+RDL+COL+RLL
Max. Live dy = -0.18 = L/1181 @
HOD 1,
SW+RDL+COL+RLL
Lean -To Connection Des
Frame(s) at Line(s) 3-4
Lean-to Rafter to Column Attachment
Max. Compression Load:j 5 kips
Max. Tension Load: 5 kips
Lean -To Rafter Properties:
Total Depth, (d) =
12.00 in.
Flange. Width, (bf) =
5.00 in.
Flange Thickness, (tf) =
0.250 in.
Web Thickness, (tw) =
0.125 in.
Yield Stress, (Fyr) =
55 ksi
Unbraced Length, (1) =
42 in.
Bearing. Length, (N) =
12.00 in.
Dist. to End of Rafter =
8.00 in.
,.
Lean-to Rafter to Main Column Attachment
Max. Vertical Load: 5 kips
Main Frame Properties:
Column FI. Thickness, (in) =
gn Sheets.xls
N
Lean -To Connection' Design Details, Frome(s)
at Line(s)' 3-4
Lean -To Rafter to Main Column
.
Lean -To Rafter to
Column Attachment
Chec�s
Attachment Checks
(1) AISC Section
K1.2 - Local Flange
Bending
(1) Check of Bolt Shear Capacity:
-
Pbf =
8.33 kips
Diameter: 0.625"
tf >
0.1393 in.
(K1-1)
OK
Type: A325
Shear Strength: 21 ksi
(2) AISC Section K1.3 - Local Web Yielding
Quantity: 4
R =
5.00 kips
Total Allowable Shear: 26 kips
k =
0.4375 in.
Ratio: 0.194
OK.
.66FY =
36 ksi
R/(tw(tfb+2tpi+5k) =
3.33 ksi
(K1-2)
OK
(Z) Check of Bolt Bearing Capacity:
/(tw(tfb+tpi+2.5k) =
3.33 ksi
(K1-3)
OK
Column Fl. Thickness: 0.50"
Plate Thickness: 0.375"
(3) AISC Section
K1.4 - Web Crippling
Bolt Diameter: 0.625"
Rauowabie =
22.79 kips
(K1-4)
OK
Fu,plate: 65 ksi
Rauowabie =
11.48 kips
(K1-5)
OK
No. of Holes: 4
Total Bearing Capacity: 73 kips
(4) AISC Section
K1.5 - Sidesway
Web Buckling
Ratio: 0.068
OK
do =
12.0000 in.
(dc/two)/(I/bfc) =
1 1.4285714 _
(3) Check of Epl to Raf Web and FI Weld:
Rauowabie =
Not Required
(K1-6)
Fillet Weld Leg: 0.1875"
Rauowabie =
Not Required
(K1-7)
'OK
OK
Weld Yield Strength: 70 ksi
Total Length of Weld: 16.00"
(5) AISC Section
K1.7 - Allowable
Shear Stress
Weld Strength: 45 kips
Web Depth, (h) =
11.50 in.
{
Ratio: 0.112
OK
h/tw =
92.0000 in.
a/h =
1.0000 in.
kv =
9.3400
(8) Stiffener Geometry For Design
C" =
0.8511
Stf Width, (w_stiff) = 3.00 in.
OK
F„_Column =
16.20 ksi
Stf Thickness,. (t_stiff) = 0.25 in.
twmin =
0.0257 in.
(C-E6-2)
OK
Yield Stress of Stf, -(Fy_stiff) = 55 ksi
Stf Area, (A -stiff) = 1.89"in.A2
(6) AISC Section
K1 8 - Stiff. Reg
For Conc. Loads
Required Stf Area, (A_req) = 0.12 in.A2
Ast =
0.12 in.A2
(K1-9) N.G.
Stf Length, (1-stiff) = 11.5000 in.
Stf Moment of Inertia, (1-stiff) = 4.50 in.A4
r
Stf Effective Length, (KI) = 8.63 in.
Stf Radius of Gyration, (r_stiff) = 1.5428
(7) AISC Section E2 - Allowable
Stress
KI/r = 5.5906
Qs = 1
AISC Equation
(E2-1) =
32.55 ksi
Cc = 102.0193
AISC Equation
(E2-2) =
########
kc = 1.00
Allowable Axial
Stress, (Fa) =
32.55 ksi
Actual Axial Stress, (fa) =
2.64 ksi
Stiffener Ratio =
0.08
NBP Light Gage Analysis - Mac PPC
Version 5.240 11/10/03 AISI Spec Year = 19
Input File: POI
Summary Report for project name: CLASSIC TRUSS / BZEIGLI
---Span--- Des. Des. Brc. Supp. Lt. Rt.
No Length Sect. Grp. 7 Type Lt Rt Lap Lap
(in) (in)
1 24.00 08Z105 1 No Top .1 2 ----- 15.00
x
comb
2 25.00 OBZ086 2 NO Top 2 3 28.50 15.00
x
comb
3 25.00 08ZO86 3 No Top 3 4 15.00 15.00
x
comb
4 25.00 OBZ071 4 No Top 4 5 21.75 21.75
x
comb
5 25.00 08ZO86 5 No Top 5 6 15.00 15.00
x
comb
6 25.00 08ZO76 6 No Top 6 7 15.00 15.00
x
comb
7 25.00 08ZO86 7 NO Top 7 8 15.00 15.00
x
comb
B 25.00 OBZ086 8 No Top 8 9 15.00 15.00
x
comb
9 25.00 08ZO86 9 NO Top 9 10 15.00 15.00
x
comb
10 25.00 08ZO86 10 No Top 10 11 15.00 15.00
x
comb
11 25.00 OBZ086 11 NO Top 11 12 15.00 28.50
x
comb
12 24.00 08Z105 12 No Top 12 13 15.00
x
comb
Max
x
span
comb
PURLINS
Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios -
Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M PeM V&M
I(in) --P--(kip, ft) pos_14 neg_M -T----- P----- V----- M-------------------
-1.698 0.00 2.03 7.68 -9.20 0.00 0.00 0.15 0.76 0.76 0.76 0.76
i40.6 0.0 280.0 128.9 268.0 0.0 0.0 273.0 128.9 128.9 128.9 128.9
0 6 5 6 0 0 6 5 5 5 5
-1.476 0.00' 1.92 7.47 -9.20 0.00 0.00 0.23 0.76 0.76 0.76 0.80
150.0 0.0 0.0 0.0 0.0 0.0 0.0 285.0 285.0 285.0 285.0 2B5.0
41 0 6 2 6 0 0 7 7 7 7 7
-1.721 0.00 1.09 6.39 -8.51 0.00 0.00 0.24 0.77 0.77 0.77 0.80
150.0 0.0 0.0 300.0 '300.0 0.0 0.0 15.0 150.0 150.0 150.0 285.0
5' 0 7 2 8 0 0 7 5 5 5 8
-1.8L 0.00 1.88 6.39 -8.52 0.00 0.00 0.40 0.92 0.92 0.92 0.93
150.0 0.0 0.0 0.0 300.0 0.0 0.0 21.8 150.0 150.0 150.0 278.2
41 0 8 2 9 0 0 8 4 4 4 9
-1.741 0.00 1.90 6.37 -8.57 0.00 0.00 0.24 0.78 0.78 0.78 0.80
150.0 0.0 300.0 150.0 300.0 0.0 0.0 285.0 150.0 150.0 150.0 285.0
51 0 10 5 10 0 0 10 5 5 5 10
-1.812 0.00 1.88 6.32 -8.57 0.00 0.00 0.34 0.90 0.90 0.90 0.96
150.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0
41 0 10 2 10 0 0 10 10 10 10 10
-1.699 0.00 1.89 6.32 -8.60 0.00 0.00 0.24 0.77 0.77 0.77 0.81
150.0 0.0 300.0 300.0 300.0 0.0 0.0 285.0 285.0 285.0 285.0 285.0
51, 0 12 2 12 0 0 12 12 12 12 12
1
-1.670 0.00 1.89 6.32 -B.60 0.00 0.00 0.24 0.77 0.77 0.77 0.81
150.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0
41 0 12 2 12 0 0 12 12 12 12 12
-1.657 0.00 1.89 6.40 -8.50 0.00 0.00 0.24 0.77 0.77 0.77 0.81
150.0 0.0 300.0 300.0 300.0 0.0 0.0 285.0 285.0 285.0 285.0 285.0
5 0 14 2 14 0 0 14 14 14 14 14
-1.677 0.00 1.89 6.40 -8.58 0.00 0.00 0.24 0.77 0.77 0.77 0.80
150.0- 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0
4 0 14 2 14 0 0 14 14 14 14 14
-1.464 0.00 1.92 7.47 -9.20 0.00 0.00 0.23 0.76 0.76 0.76 0.79
15 .0 0.0 300.0 300.0 300.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0
5 0 16 2 16 0 0 15 15 15 15 15
-1.694 0.00 2.03 7.67 -9.20 0.00 0.00 0.15 0.76 0.76. 0.76 0.76
147.4 0.0 0.0 159.1 0.0 0.0 0.0 15.0 159.1 159.1 159.1 159.1
4 0 16 4 16 0 0 16 4 4 4 4
Maximum Values on All Spans
Diapl. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&H PaM V&M
-1.8172 0.00 2.03 7.68 -9.20 0.00 0.00 0.40 0.92 0.92 0.92 0.96
150.0 0.0 288.0 128.9 288.0 0.0 0.0 21.8 150.0 150.0 150.0 15.0
40 1 1 1 0 0 4 4 4 4 6
4 0 6 5 6 0 0 8 4 4 4 10
Support Connection Codes:
Support No.--==___
1 2 3 4 5 6 7 8 9 10 11 12 13
WC WC WC WC WC WC WC WC WC WC WC WC WC
Vertical Reactions: (kips)
- --= ---------== (negative reaction for gravity loads)
LoadSupport No.
Comb. 1 2 3 4 5 6 7 8
1 -1.30 -3.79 -3.35 -3.46 -3.43 -3.44 -3.44 -3.44
2 1.14 3.34 2.96 3.05 3.03 3.03 3.03 3.03
3 0.77 2.24 1.98 2.04 2.03 2.03 2.03 2.03
4 -0.20 -2.50 -2.07 -2.23 -2.18 -2.10 -2.20 -2.17
5 -1.45 -2.32 -2.20 -2.17 -2.18 -2.20 -2.17 -2.20
6 -1.27 -3.95 -2.10 -0.80 -0.97 -0.93 -0.94 -0.94
7 -0.25 -2.22 '-3.76 -2.13 -0.79 -0.98 -0.93 -0.94
8 -0.38 -0.88 -2.13 -3.76 -2.16 -0.77 -0.98 -0.93
9 -0.35 -1.08 -0.74 -2.17 -3.76 -2.14 -0.79 -0.98
10 -0.36 -1.02 -0.96 -0.80 -2.12 -3.78 -2.15 -0.77
11 -0.35 -1.04 '-0.90 -0.99 -0.78 -2.15 -3.76 -2.15
12 -0.35 -1.03 -0.92 -0.93 -0.98 -0.79 -2.13 -3.78
13 -0.35 -1.03 -0.91 -0.95 -0.93 -0.18 -0.79 -214
14 -0.35 -1.03 -0.91 -0.94 -0.94 -0.93 -0.98 -0.. 7B
15 -0.35 -1.03 -0.91 -0.94 -0.94 -0.94 -0.93 ! -0.9B
16 -0.35 -1.03 -0.91 -0.94 -0.94 -0.94-0.94-0.93
Load Cases. Purlin spacing 5.00 o.c.
Building Code: IBC/ASCE 7-98 Codes
General Loads: Load Case Uniform Load (psf) Load Case Name
1 2.5 Dead Load 1
2 20.0 Live Load
3 -35.3 Wind Load
4 -20.6 Edge Zone Wind Load
5 5.0 Collateral Load
6 0.0 Snow Load
7 20.0 Pattern LL, Bay 11
8 20.0 Pattern LL, Bay 2
9 20.0 Pattern LL, Bay )3
10 20.0 Pattern LL, Bay .4
11 20.0 Pattern LL, Bay' 15
12 20.0 Pattern LL, Bay 1I6
13 20.0 Pattern LL, Bay 17
14 20.0 Pattern LL, Bay B
15 20.0 Pattern LL, Bay 19
16 20.0 Pattern LL, Bay 10
17 20.0. Pattern LL, Bay 1S
le 20.0 Pattern LL, Bay 12
Linear Loads: Load Span Load start load start x end load
9 10 11 12 13
-3.43 -3.46 -3.35 -3.79 -1.30
3.03 3.05 2.96 3.34 1.14
2.02 2.04 1.98 2.24 0.77
-2.19 -2.19 -2.18 -2.33 -1.45
-2.18 -2.21 -2.09 -2.50 -0.20
-0.94 -0.94 -0.91 -1.03 -0.35
-0.94 -0.94 -0.91 -1.03 -0.35
-0.94 -0.94 -0.91 -1.03 -0.35
-0.92 -0.95 -0.91 -1.03 -0.35
-0.98 -0.93 -0.92 -1.03 -0.35
-0.78 -0.99 -0.90 -1.04 -0.35
-2.14 -0.79 -0.96 -1.02 -0.36
-3.77 :2 is -0.76 -1.07 -0.35
-2.14 -3.7B -2.12 -0.88 -0.38
-0.78 -2 is -3.74 -2.23 -D.25
-0.98 -0.79 -2.10 -3.95 -1.27
end x
Case
No.
Type
(lb/£t)
Of
1
1
Shear
1250
.50
00
1
2
Shear
12.
0.00
1
3
Shear
12.50
0.00
1
4
Shear
12.50
0.00
1
5
Shear
12.50
0.00
1
6.
Shear
12 .so
000
• 1
7
Shear
12.50
0..00
1
8
Shear
12.50
0.00
1
9
Shear
12.50
0.00
1
10
Shear
12.50
0.00
1
11
Shear
12.50
0.00
1:
12
Shear
12.50
0.00
2
1
Shear
100.00
0.00
2
2
Shear
100.00
0.00
2
3
Shear
100.00
0.00
2
4
Shear
100.00
0.00
2
5
Shear
100.00
0.00
2
6
Shear
100.00
0.00
2
7
Shear
100.00
0.00
2
8
Shear
100.00
0.00
2
9
Shear
100.00
0.00
2
10
Shear
100.00
0.00
2
11
Shear
100.00
0.00
2
12
Shear
100.00
0.00
3
1
Shear
-102.90
0.00
3
2
Shear
-102.90
0.00
3
3
Shear
-102.90
0.00
3
4
Shear
-102.90
0.00
3
5
Shear
-102.90
0.00
3
6
Shear
-102.90
0.00
,3
7
Shear
-102.90
0.00
3
8
Shear
-102.90
0.00
3
9
Shear
-102.90
0.00
3
10
Shear
-102.90
000
.00
3
-.11
Shear
-102.90
0.
3
12
Shear
-102.90
0.00
5
1
Shear
25.00
0.00
5
2
Shear
25.00
0.00
5
3
Shear
25.00
0.00
5
4
Shear
25.00
0.00
5
5
Shear
25.00
0.00
5
6
Shear
25.00
0.00
5
7
Shear
25.00
0.00
5
8
Shear
25.00
0.00
5
9
Shear
25.00
0.00
5
10
Shear
25.00
0.00
5
11
Shear
25.00
0.00
5
12
Shear
25.00
0.00
7
1
Shear
100.00
0.00
8
2
Shear
100.00
0.00
9
3
Shear
100.00
0.00
10
4
Shear
100.00
0.00
11
5
Shear
100.00
0.00
12
6
Shear
100.00
0.00
13
7
Shear
100.00
0.00
14
8
Shear
100.00
0.00
15
9
Shear
100.00
0.00
16
10
Shear
100.00
0.00
17
11
Shear
100.00
0.00
18
12
Shear
100.00
0.00
(lb/ft)
12 so
12..50
12.50
12.50
12.50
12.50
12:50
12.50
12.50
12.50
12.50
12.50
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
-102.90
-102.90
-102.90
-102.90
-102.90
-102.90
-102.90
-102.90
-102.90
-102.90
-102.90
-102.90
25.00
2500
25..0a
25.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
100.00
too
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
(ft)
24.00
25.00
25.00
25.00
25.00
2500
25.:00
25.00
25.00
25.00
25.00
24.00
24.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
24.00
24.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
24.00
24.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
24.00
24.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
25.00
24.00
vZ
1
Load Combinations:
Act All. Load Case No. Load Combination Name
# 7 Fac. 1 2 3 4 5 6 7 8 9 10 I 11 12 13 14 15 16 17 18
1 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + LL
2 Y 1.33 1.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0�00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL +'1.3 WL
3 Y 1.33 1.00 0.00 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0!00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + (0.7)1.3 WL
1)
4 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 DL+COL+LL (Alt. Span LL, Case
5 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 DL+COL+LL (Alt. Span LL, Case
2)
6 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
1 6 2
7 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.
2 3 OO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Hays
&
3 a
8 4 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
9 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
4 & 5
10 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
5 & 6
11 Y 1.00 1.00 0.00'0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
6 & 7
12 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.06 0.00 6.00 1.00 1.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
7 & 8
13 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0..00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
8 & 9 1
14 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.W 0.00 DL+COL+SL 9 & 10 (Adj. Span LL, Bays
15 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.06 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 DL+COL+SL (Adj. Span LL, Bays
10 & 11
16 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 DL+COL+SL (Adj. Span LL, Bays
11 & 12
Deflection Limitations:
The deflection limit with DEAD LOAD = L/ 120.00
The maximum deflection with DEAD LOAD = 2.50"
The deflection limit without DEAD LOAD = L/ 150.00
The maximum deflection without DEAD LOAD = 2.00"
Deflection limitations were applied to combinations 1,3-16
Total system weight = 1403.80 lbs.
Total system cost 1213.11 dollars
General Notes: .
+ Ends of laps are considered as brace points.
• Inflection points are considered brace points except for spans with discrete -bracing.
• All calculations are in accordance with the 1989 AISI Addendum j .
All calculations are in accordance with the 1996 AISI Specification.
Purlin Production List:
Gi:,�
Purlin
Section
Length
1
08Z105
26.38
2
OBZ086
27.50
3
08ZO86
28.06
- 4
08ZO71
27.50
5
OBZ086
28.06
6
OBZ076
27.50
7
08ZO86
27.50
8
O8ZOB6
27.50
9
OBZ086
27.50
10
OBZ086
27.50
11
0OZO86
27.50
12
OBZ105
26.38
Material Summary:
Section
Weight
Cost
Fy
08ZO71
95.84
86.95
55.0
0OZO76
102.59
91.89
55.0
OBZOB6
933.48
809.49
55.0
OBZ105
271.B8
224.78
55.0
NBP Light Gage Analysis - Mac PPC
Version 5.240 11/10/03 AISI Spec Year = 1996
Input File: POls
Summary Report for project name: CLASSIC TRUSS / BZEIGLER PURLINS
---Span--- Des. Des. Brc. Supp. Lt. Rt. ax. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ----
No Length Sect. Grp. 7 Type Lt Rt Lap Lap, Di pl. Axial Shear Moment Moment Ten. Comp. Shear Mom. TBM PGM V&M
(in) (in) (in) --P--(kip, ft) pos_M neg-M -T----- P----- V----- M-------------------
1 24.00 0OZ105 1 Yes Top 1 2 ----- 15.01 -1.6 8 8.45 2.03 7.68 -9.20 0.00 0.47 0.15 0.76 0.76 1.00 0.76
x J40.6 35.1 288.0 128.9 288.0 0.0 35.1 273.0 128.9 128.9 117.1 128.9
comb 5 2 6 5 6 0 2 6 5 5 2 5
1
2 25.00 0OZO06 2 Yes Top 2 3 28.50 15.00-1.4j6 8.41 1.92 5.68 -9.20 0.00 0.58 0.23 0.76 0.76 0.98 0.80
x 150.0 267.0 0.0 162.0 0.0 0.0 267.0 285.0 285.0 285.0 285.0 285.0
comb 4 2 6 4 6 0 2 7 7 7 2 7
1
3 25.00 OBZ086 3 Yes Top 3 4 15.00 15.00 -1.721 7.07 1.89 6.32 -8.51 0.00 0.49 0.24 0.77 0.77 0.90 0.80
- x 150.0 210.0 0.0 150.0 300.0 0.0 210.0 15.0 150.0 150.0 150.0 285.0
comb 5 2 7 5 8 0 2 7 5 5 2 8
4 25.00 082071 4 Yes Top 4 5 21.75 21.75-1.87,2 6.06 1.88 5.86 -8.52 0.00 0.52 0.40 0.92 0.92 1.03 0.93
x 150.0 42.0 0.0 150.0 300.0 0.0 42.0 21.8 150.0 150.0 150.0 278.2
comb 41 2 8 4 9 0 2 8 4 4 2 9
5 25.00 08ZO86 5 Yes Top 5 6 15.00 15.00-1.74'1 6.94 1.90 6.37 -8.57 0.00 0.48 0.24 0.78 0.78 0.88 0.80
x 150.0 33.0 300.0 150.0 300.0 0.0 33.0 285.0 150.0 150.0 150.0 285.0
comb 5 2 10 5 10 0 2 10 5 5 2 10
6 25.00 08ZO76 6 Yes Top 6 7 15.00 15.00 -1.812 6.70 1.88 6.01 -8.57 0.00 0.53 0.34 0.90 0.90 1.00 0.96
x 150.0 0.0 0.0 150.0 0.0 0.0 210.0 15.0 15.0 15.0 15.0 15.0
comb 4 2 10 4 10 0 2 10 10 10 2 10
7 25.00 0OZO86 7 Yes Top 7 8 15.00 15.00-1.6919 8.42 1.89 6.26 -8.60 0.00 0.59 0.24 0.77 0.77 1.01 0.01
x 150.0 292.5 300.0 150.0 300.0 0.0 66.0 295.0 285.0 285.0 285.0 285.0
comb 5! 2 12 5 12 0 2 12 12 12 2 12
6 25.00 08ZO86 8 Yes Top 8 9 15.00 15.00 -1.676 8.45 1.89 6.21 -8.60 0.00 0.59 0.24 0.77 0.77 1.01 0.81
x 150.0 15.0 0.0 150.0 0.0 0.0 15.0 15.0 15.0 15.0 150.0 15.0
comb 41 2 12 4 12 0 2 12 12 12 2 12
9 25.00 OBZ086 9 Yes Top 9 10 15.00 15.00 -1.657 8.46 1.09 6.15 -8.58 0.00 0.59 0.24 0.77 0.77 1.02 0.81
x 150.0 7.5 300.0 150.0 300.0 0.0 54.0 285.0 285.0 285.0 285.0 285.0
comb 51 2 14 5 14 0 2 14 14 14 2 14
10 25.00 OSZ086 10 Yes Top 10 11 15.00 15.00-1.677I 8.48 1.89 6.20 -8.58 0.00 0.59 0.24 0.77 0.77 1.03 0.80
x 150.0 285.0 0.0 150.0 0.0 0.0 186.0 15.0 15.0 15.0 150.0 15.0
comb 4 2 14 4 14 0 2 14 14 14 2 14
11 25.00 OBZ086 11 Yes Top 11 12 15.00 28.50 -1.464 8.48 1.92 5.65 -9.20 0.00 0.59 0.23 0.76 0.76 0.99 0.79
x 150. 0_ 186.0 300.0 138.0 300.0 0.0 196.0 15.0 15.0 15.0, 15.0 15.0
comb 5 2 16 5 16 0 2 15 15 15 _ 2 15
12 24.00 OBZ105 12 Yes Top 12 13 15.00 ----- -1.694 8.48 2.03 7.67 -9.20 0.00 0.47 0.15 0.76 0.76 , 1.00 0.76
x 14 .4 264.6 0.0 159.1 0.0 0.0 264.6 15.0 159.1 159.1 170.9 159.1
comb 4 2 16 4 16 0 2 16 4 4 2 4
-- - - ====== Maximum values on All Spans =
Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M PGM V&H
Max. -1.872 8.48 2.03 7.68 -9.20 0.00 0.59 0.40 0.92 0.92 1.03 0.96
x 150.0 264.6 288.0 12B.9 288.0 0.0 186.0 21.8 150.0 150.0 150.0 15.0
span 4 12 1 1 1 0 10 4 4 4 4 6
comb 4 2 6 5 6 0 2 8 4 4 2 10
-------------------------------
Support Connection Codes:
Support No.--==___
1 2 3 4 5 6 7 8 9 10 11 12 13
WC WC WC WC WC WC WC WC WC WC WC WC WC
Vertical Reactions: (kips)
- --- - ----__ (negative reaction for gravity loads)
Load Support No.
Comb. 1 2 3 4 5 6 7 8 9 10 11 12 13
1 -1.30 -3.79 -3.35 -3.46 -3.43 -3.44 -3.44 -3.44 -3.43 -3.46 -3.35 -3.79 -1.30
2 0.83 2.42 2.14 2.21 2.19 2 .2 0 2.20 2.20 2.19 2.21 2.14 2.42 0.83
3 0.54 1.59 1.41 1.45 1.44 1.44 1.44 1.44 1.44 1.45 1.41 1.59 0.54
4 -0.20 -2.50 -2.07 -2.23 -2.18 -2.18 -2.20 -2.17 -2.19 -2.19 -2.18 -2.33 -1.45
5 -1.45 -2.32 -2.20 -2.17 -2.18 -2.20 -2.1T -2.20 -2.18 -2.21 -2.09 -2.50 -0.20
6 -1.27 -3.95 -2.10 -0.BO -0.97 -0.93 -0.94 -0.94 -0.94 -0.94 -0.91 -1.03 -0.35
7 -0.25 -2.22 --3.76 -2.13 -0.79 -0.90 -0.93 -0.94 -0.94 -0.94 -0.91 -1.03 -0.35
8 -0.38 -0.88 -2.13 -3.76 -2.16 -0.77 -0.98 -0.93 -0.94 -0.94 -0.91 -1.03 -0.35
9 -0.35 -1.08 -0.74 -2.17 -3.76 -2.14 -0.79 -0.98 -0.92 -0.95 -0.91 -1.03 -0.35
10 -0.36 -1.02 -0.96 -0.80 -2.12 -3.78 -2.15 -0.77 -0.98 -0.93 -0.92 -1.03 -0.35
11 -0.35 -1.04 -0.90 -0.99 -0.78 -2.15 -3.76 -2.15 -0.78 -0.99 -0.90 -1.04 -0.35
12 -0.35 -1.03 -0.92 -0.93 -0.98 -0.79 -2.13 I-3.748 -2.14 -0.79 -0.96 -1.02 -00.356
13 -0.35 -1.03 -0.91 -0.95 -0.93 -0.98 -079 -21-377 -215-0.76 -107 -314 -0.35 -1.03 -0.91 -0.94 -0.94 -0.93 -0.983 I-00.78 -2.14 -3.78 -2 12 -0.28 -0.358
15 -0.35 -1.03 -0.91 -0.94 -0.94 -094 -09-9-078 -2 15 -374 -23 -0216 -0.35 -1.03 -0.91 -0.94 -0.94 -0.94 -0.94 -0.93 -0.98 -0.79 -2.10 -3.95 -1.27
• Load Cases: Purlin spacing 5.00 o.c.
Building Code: IBC/ASCE 7-9B Codes '
General Loads: Load Case Uniform Load (pof) Load Case Name
1 2.5 Dead Load 1
` 2 20.0 Live Load
3 -15.4 Wind Load
4 -15.4 Edge Zone Wind Load
5 5.0 Collateral Load
6 0.0 Snow Load
7 20.0 Pattern LL, Bay 1
8 20.0 Pattern LL, Bay 2
9 20.0 Pattern LL, Bay 3
10 20.0 Pattern LL, Bay 4
11 20.0 Pattern LL, Bay 5
12 20.0 Pattern LL, Bay 1 6
13 20.0 Pattern LL, Bay 17
14 20.0 Pattern LL, Bay 18
15 20.0 Pattern LL, Bay 19
16 20.0 Pattern LL, Bay 10
17 20.0 Pattern LL, Bay 11
18 20.0 Pattern LL, Bay 12
Linear Loads: Load Span Load start load start x an load end x
t
v
Cale to Shear 12.,50 t) It)
(12.50) 24.00
1 2 Shear 12.50 0.00 12.50 25.00
1 3 Shear 12.50 0.00 12.50 25.00
1 4 Shear 12.50 0.00 12.50 25.00
1 5 Shear 12.50 0.00 12.50 25.00
1 6 Shear 12.50 0.00 12.50 25.00
1 7 Shear 12.50 0.00 12.50 25.00
1 8 Shear 12.50 0.00 12.50 25.00
1 9 Shear 12.50 0.00 12.50 25.00
1 10 Shear 12.50 0.00 12.50 25.00
1 11 Shear 12.50 0.00 12.50 25.00
1 12 Shear 12.50 0.00 12.50 24.00
2 1 Shear 100.00 0.00 100.00 24.00
2 2 Shear 100.00 0.00 100.00 25.00
2 3 Shear 100.00 0.00 100.00 25.00
2 4 Shear 100.00 0.00 100.00 25.00
2 5 Shear 100.00 0.00 100.00 25.00
2 6 Shear 100.00 0.00 100.00 25.00
2 7 Shear 100.00 0.00 100-.00 25.00
2 8 Shear 100.00 0.00 100.00 25.00
2 9 Shear 100.00 0.00 100.00 25.00
2 10 Shear 100.00 0.00 100.00 25.00
2 11 Shear 100.00 0.00 100.00 25.00
2 12 Shear 100.00 0.00 100.00 24.00
3 1 Shear -77.20 0.00 1 -77.20 24.00
3 2 Shear -77.20 0.00 -7720 25.00
3 3 Shear -77.20 000 'I -77..20 25.00
3 4 Shear -77.20 0..00 -77.20 25.00
3 5 Shear -77.20 0.00 1 -77.20 25.00
3 6 Shear -77.20 0.00 I -77.20 25.00
3 7 Shear -77.20 0.00 -77.20 25.00
3 8 Shear -77.20 0.00 -77.20 25.00
3 9 Shear -77.20 0.00 -77.20 25.00
3 10 Shear -77.20 0.00 -77.20 25.00
3 .,11 shear -77.20 0.00 -77.20 25.00
3 12 Shear -77.20 0.00 I1 -77.20 24.00
5 1 Shear 25.00 0.00 25.00 24.00
5 2 Shear 25.00 0.00 25.00 25.00
5 3 Shear 25.00 0.00 25.00 25.00
5 4 Shear 25.00 0.00 25.00 25.00
5 5 Shear 25.00 0.00 25.00 25.00
5 6 Shear 25.00 0.01 25.00 25.00
5 7 Shear 25.00 0.00 25.00 25.OD
5 8 Shear 25.00 0.00 25.00 25.00
5 9 Shear 25.00 0.00 25.00 25. 00
5 10 Shear 25.00 0.00 1 25.00 25.00
5 11 'Shear 25.00 0.00 25.00 25.00
5 12 Shear 25.00 0.00 25.00 24.00
7 1 Shear 100.00 0.00 100.00 24.00
8 2 Shear 100.00 0.00 100.00 25.00
9 3 Shear 100.00 0.00 100.00 25.00
10 4 Shear 100.00 0.00 100.00 25.00
11 5 Shear 100.00 0.00 100.00 25.00
12 6 Shear 100.00 0.00 100.00 25.00
13•. 7 Shear 100.00 0.00 100.00 25.00
14 8 Shear 100.00 0.00 100.00 25.00
15 9 Shear 100.00 0.00 100.00 25.00
16 10 Shear 100.00 0.00 300.00 25.00
17 11 Shear 100.00 0.00 100.00 25.00
18 12 Shear 10D.00 0.00 100.00 24.00
Concentrateds Load Span p V N x '
Case No. (k) (k) (k,ft) (ft)
3 1 6.50 0.00 0.00 0.00 .
3 1 -6.50 0.00 0.00 24.00
3 2 6.47 0.00 0.00 0.00
3 2 -6.47 0.00 0.00 25.00
3 3 5.44 0.00 0.00 0.00
3 3 -5.44 0.00 0.00 25.00
3 4 4.66 0.00 0.00 0.00
3 4 -4.66 0.00 0.00 25.00
3 5 5.34 0.00 0.00 0.00
3 5 -5.34 0.00 0.00 25.00
3 6 5.15 0.00 0.00 0.00
3 6 -5.15 0.00 0.00 25.00
3 7 6.48 0.00 1 0.00 0.00
3 7 -6.48 0.00 0.00 25.00
3 8 6.50 0.00 0.00 0.00
3 8 -6.50 0.00 0.00 25.00
3 9 6.51 0.00 0.00 0.00
3 9 -6.51 0.00 I 0.00 25.00
3 10 6.52 0.00 1 0.00 0.00
3 '10 -6.52 0.00 0.00 25.00
3 11 6.52 0.00 I 0.00 0.00
3 11 -6.52 0.00 0.00 25.00
3 12 6.52 0.00 0.00 0.00
3 12 -6.52 0.00 0.00 24.OD
Load Combinations.
Act. A11. Load Case No. Load Combination Name
# ? pac. 1 2 3 4 5 6 7 8 9 10 •11 12 13 14 15 16 17 18
1 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + LL
2 Y 1.33 1.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + 1.3 WL
„ 3 Y 1.33 1.00 0.00 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + (0.7)1.3 WL
1) 4 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 10.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 DL+COL+LL (Alt. Span LL, Case
5 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 111.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 DL+COL+LL (Alt. Span LL, Case
2)
6 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 10.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
1 & 2)
7 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 10.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
2 & 3)
8 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 i0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
3 & 4)
9 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 111.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
4 & 5) 1
10 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
5 & 6)
11 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 6.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
6 & 7)
12 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
7 & 8)
13 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 6.00 0.00 6.00 1.00 1.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
0 & 9) j •
14 Y .1.00. 1.00 0.00 0.00 0.00 1.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays
9 & 10)
15 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 DL+COL+SL (Adj. Span LL, Bays
10 & 11)
I
I
G MA 99 OR
MAU
16 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00
11 6 12)
K
10 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 DL+COL+SL (Adj. Span LL, Bays
Deflection Limitations:
The deflection limit with DEAD LOAD = L/ 120.00
. The maximum deflection with DEAD LOAD = 2.50"
The deflection limit without DEAD LOAD = L/ 150.00
The maximum deflection without DEAD LOAD = 2.00"
Deflection limitations were applied to combinations 1,3-16
Total system weight = 1403.80 lbs.
Total system cost 1213.11 dollars
General Notes:
+ Ends of laps are considered as brace points.
* Inflection points are considered brace points except for
• All calculations are in accordance with the 1989 AISI Add
+ All calculations are in accordance with the 1996 AISI
Purlin Production List:
Purlin Section Length
1 08Z105 26.38
2 08ZO06 27.50
3 08ZO86 28.06
4 08ZO71 27.50
5 OBZ086 28.06
6 OBZ07-6 27.50
7 OBZ086 27.50
8 0OZO86 27.50
9 08ZO86 27.50
10 OBZ086 27.50
11 OBZ086 27.50
12 OOZ105 26.38
Material Summary:
Section Weight Cost Fy
OBZ071 95.84 86.95 55.0
0OZO76 102.59 91.89 55.0
0OZO86 933.48 809.49 55.0
OBZ105 271.88 224.78 55.0
is with discrete bracing.
m
icification.
NBP Light Gage Analysis - Mac PPC
Version 5.240 11/10/03 AISI Spec Year = 1996
Input File: P02
Summary Report for project name: CLASSIC TRUSS / BZEIGLER
" ---Span--- Des. Des. Brc. Supp. Lt. Rt.
No Length Sect. Grp. 7 Type Lt Rt Lap Lap D
(in) (in)
1 25.00 08Z105 1 Yes Top 1 2
-1
x
comb
i
Max. -1
x
span
comb
Support Connection Codes:
support Mo.
1 2
WC WC
vertical Reactions: (kips)
========= (negative reaction for gravity loads)
Load Support No.
Comb. 1 2
1 -1.20 -1.20
2 1.06 1.06
3 0.71 0.71 -
Load Cases: Purlin spacing 3.50 o.c.
LEAN-TO PURLINS
ax. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ----
pl. Axial Shear Moment Moment Ten. Comp. Shear Mom. TGM P&M V&M
(in) --P--(kip, ft) pos_M ne4 M -T----- P----- V----- M-------------------
2 0.00 1.20 7.51 -6.62 0.00 0.00 0.10 0.99 0.99 0.99 0.75
44.0 0.0 300.0 144.0 156.0 0.0 0.0 300.0 156.0 156.0 156.0 144.0
0 1 1 2 0 0 1 2 2 2 1
Maximum Values on All Spans
iispl. Axial Shear Moment Moment Ten. Comp. Shear Mom. T5M P5M VSH=
,952 0.00 1.20 7.51 -6.62 0.00 0.00 0.10 0.99 0.99 0.99 0.75
44.0 0.0 300.0 144.0 156.0 0.0 0.0 300.0 156.0 156.0 156.0 144.0
0 1 1 1 0 0 1 1 1 1 1
0 1 1 2 0 0 1 2 2 2 1
Building Code: IBC/ASCE 7-98 Codes
General Loads: Load Case
Uniform Load
(psf) Load
Case Namel
1
2.5
Dead
Load
2
20.0
Live
Load
3
-35.3
Wind
Load
4
-20.6
Edge
Zone Wind Load
5
5.0
Collateral
Loadl
6
0.0
Snow
Load
7
20.0
Pattern LL, Bay 1
Linear Loads: Load Span
Load start
load
start x end load
end x
Case No.
Type
(lb/ft)
(ft) (lb/ft)
(ft)
1 1
Shear
8.80
0.00 8.80
25.00
2 1
Shear
70.00
0.00 70.00
25.00
3 1
Shear
-72.10
0.00 -72.10
25.00
5 1
Shear
17.50
0.00 17.50
25.00
7 1
Shear
70.00
0.00 70.00
25.00
Load Combinations:
Act All. Load Case No.
Load
Combination Name
# 7 Fac. 1 2 3
4 5 6
7
1 Y 1.00 1.00 1.00 0.00
0.00 1.00 0.00
0.00
DL + COL LL
2 Y 1.33 1.00 0.00 1.30
0.00 0.00 0.00
0.00
DL + 1.3 WL
3 Y 1.33 1.00 0.00 0.91
0.00 0.00 0.00
0.00
DL + (0.7j,1.3 WL
Deflection Limitations:
The deflection limit with DEAD LOAD L/ 120.00
The maximum deflection with DEAD LOAD 2.50"
The deflection limit without DEAD LOAD = L/ 150.00
The maximum deflection without DEAD LOAD = 2.00"
Deflection limitations were applied to combinations 1,3
Total system weight 128.85 lbs.
Total system cost = 106.53 dollars
General Notes:
• Ends of laps are considered as brace points.
• Inflection points are considered brace points except for spans with discrete bracing.
• All calculations are in accordance with the 1989 AISI Addendum
All calculations are in accordance with the 1996 AISI Specification.
i
Purlin Production List:
Purl in Section Length
1 08Z105 25.00
I
Material Summary:
Section Weight Cost Fy
08Z105 128.85 106.53 55.0
9
6
NBP Light Gage -Analysis - Mac PPC
Version 5.240 11/10/03 AISI Spec Year = 199E
Input File: P03
Summary Report for project name: CLASSIC TRUSS / BZEIGLER
CANOPY PURLINS
---Span--- Des. Des. Brc. Supp. Lt. St. ax. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios -
No Length Sect. Grp. 7 Type Lt Rt Lap Lap Di pl. Axial Shear Moment Moment Ten. Comp. Shear Mom. TSM PaM VeM
(in) (in) I(in) --P--(kip, ft) pos_H neg_M -T----- P----- V----- H-------------------
1 25.00 0 V7 Yes Top 1 2 ----- 15.00 -2.3 0 0.00 1.68 6.59 -7.70 0..00 0.00 0.381.03 1.03 1.03 1.03
x 140.7 0.0 300.0 129.0 300.0 0.0 0.0 285.0 129.0 129.0 129.0 129.0
comb i 0 6 5 6 0 0 6 5 5 5 5
2 25.00 08Z060 2 Yes Top 2 3 28.50 21.75 -1.657 0.00 1.55 6.29 -7.70 0.00 0.00 0.53 0.92 0.92 0.92 0.98
J� x 150.0 0.0 0.0 0.0 0.0 0.0 0.0 28.5 28.5 28.5 28.5 28.5
.OTC comb �j 0 6 2 6 0 0 6 5 5 5 6
3 25.00 OSZ060 3 Yes Top 3 4 21.75 21.75 -1.951 0.00 1.51 5.03 -6.78 0.00 0.00 0.53 0.96 0.96 0.96 0.97
x 150.O 0.0 300.0 150.0 300.0 0.0 0.0 278.2 150.0 150.0 150.0 278.2
.o711 comb D 8 5 s 0 D 8 5 5 5 8
4 25.00 OBZ060 4 Yes Top 4 5 21.75 28.50 -1.664 0.00 1.53 5.97 -7.36 0.00 0.00 0.53 0.86 0.86 0.86 0.97
x 150.0 0.0 300.0 300.0 300.0 0.0 0.0 21.8 150.0 150.0 150.0 21.8
// comb 4 0 9 2 9 0 0 8 4 4 4 8
5 24.00 0.;Pd71 5 Yes Top 5 6 15.00 ----- -1.987 0.00 1.63 6.11 -7.36 0.00 0.00 0.36 0.96 0.96 0.96 0.96
��� -�,w x 147.4 0.0 0.0 159.1 0.0 0.0 0.0 15.0 159.1 159.1 159.1 159.1
MAP P comb 50 9 5 9 0 0 9 5 5 5 5
I
Moment----------------- -----= Maximum Values on All Spans =---------------- --
Ivl F�"l F...� Displ. Axial Shear 6.59Moment Ten. Comp. Shear Mom. T6M P&H.03 V0M
/�f Max. -2:320 0.00 1.68 6.59 -7.70 0.00 0.00 0.53 1.03 1.03 1.03 1.03
�1���/�'77 � Ur-4(gpan 140.7 0 0.0 310.0 1i9.0 20.0 00.0 00.0 278.2 12 ,0=12 9.0 121.0 129.0
comb5,, ----- ------ 6-------5 -----= 6 --_- ----- _ -=-=-8 ----- 5 ==-=-5 ----- 5 ---- 5 ----------------------------- ----------- -- - --------- - -----------------
Support Connection Codes:
Support No.
1 2 3 4 5 6
WC WC WC WC WC WC
Vertical Reactions: (kips)
=_ ==_ = ========= (negative reaction for gravity loads)
Load Support No.
Comb. 1 2 3 4 5 6
1 -1.09 -3.10 -2.68 -2.71 -3.03 -1.04
2 0.96 2.74 2.36 2.39 2.67 0.92
3 0.64 1.83 1.58 1.60 1.79 0.61
4 -0.18 -2.00 -1.69 -1.70 -1.99 -0.16
5 -1.20 -1.95 -1.71 -1.75 -1.86 -1.16
6 -1.07 -3.23 -1.66 -0.62 -0.86 -0.28
7 -0.22 -1.79 -3.00 -1.70 -0.70 -0.31
8 -0.32 -0.73 -1.70 -3.00 -1.78 -0.20
9 -0.29 -0.8B -0.61 -1.69 -3.16 -1.01
Load Cases: Purlin spacing 4.00 o.c.
Building Code: IBC/ASCE 7-98 Codes
General Loads: Load Case Uniform Load (psf) Load Case Name
1 2.5 Dead Load
2 20.0 Live Load
3 -35.3 Wind Load
4 -20.6 Edge Zone Wind Load
5 5.0 Collateral Load
6 0.0 Snow Load
7 20.0 Pattern LL, Bay 1
8 20.0 Pattern LL, Bay 2
9 20.0 Pattern LL, Ba1% 3
10 20.0 Pattern LL, Bay, 4
11 20.0 Pattern LL, Bayl 5
Linear Loads: Load Span Load start load start x end load end x
Case No. Type (lb/ft) (ft) (lb/ft) (ft)
1 1 Shear 10.00 0.00 10.00 25.00
1 2 Shear 10.00 0.00 10.00 25.00
1 3 Shear 10.00 0.00 10.00 25.00
1 4 Shear 10.00 0.00 10.00 25.00
1 5 Shear 10.00 0.00 I 10.00 24.00
2 , 1 Shear 80.00 0.00 80.00 25.00
2 2 Shear 80.00 0.00 BO.00 25.00
2 3 Shear 80.00 0.00 80.00 25.00
2 4 Shear 80.00 0.00 80.00 25.00
2 5 Shear 80.00 0.00 90.00 24.00
3 1 Shear -82.40 0.00 -82.40 25.00
3 2 Shear -82.40 0.00 -82.40 25.00
3 3 Shear -82.40 0.00 -82.40 25.00
3 4 Shear -82.40 0.00 82.40 25.00
3 5 Shear -02.40 0.00 -82.40 24.00
5 1 Shear 20.00 NO � 20.00 25.00
5 2 Shear 20.00 0.00 20.00 25.00
5 3 Shear 20.00 0.00 I 20.00 25.00
5 4 Shear 20.00 0.00 20.00 25.00
5 5 Shear .20.00 0.00 20.00 24.00
7 1 Shear 80.00 0.00 00.00 25.00
B 2 Shear 80.00 0.00 80.00 25.00
9 3 Shear 80.00 0.00 80.00 25.00
10 4 Shear 80.00 0.00 80.00 25. 00
11 5 Shear 80.00 0.00 1 80.00 24.00
Load Combinations:
Act. All. Load Case No. Load Combination Name
# 2 Fac. 1 2 3 4 5 6 7 8 9 10 111
1 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + LL
2 Y 1.33 1.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + 1.3 WL
3 Y 1.33 1.00 0.00 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. O;O DL + (0.7)1.3 WL
4 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 DL+COL+LL (Alt. Span LL,- Case 1)
5 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 IAO DL+COL+LL (Alt. Span LL, Case 2)
6 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00. 0.00 0.(10 UL+COL+SL (Adj. Span LL, Bays 1 & 2)
7 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays 2 6 3)
8 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 DL+COL+SL (Adj. Span LL, Bays 3 a 4)
9 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 1.dO DL+COL+SL (Adj. Span LL, Bays 4 e 5)
I.
Deflection Limitations:
The deflection limit with DEAD LOAD = L/ 120.00
The maximum deflection with DEAD LOAD = 2.50"
The deflection limit without DEAD LOAD = L/ 150.00
The maximum deflection without DEAD LOAD = 2.00"
Deflection limitations were applied to combinations 1,3-9
Total system weight = 436.94 lbs.
Total system cost = 413.59 dollars
----- ------ ----
----- ------ ----
General Notes:
• Ends of laps are considered as brace points.
• Inflection points are considered brace points except for
• All calculations are in accordance with the 1989 AISI Add
• All calculations are in accordance with the 1996 AISI
Purlin Production List:
---------------- ----
Purlin Section Length
1 OBZ071 27.38
2 OBZ060 28.06
3 OBZ060 28.62
4 08Z060 28.06
5 OOZ071 26.38
Material Summary:
Section Weight Cost Fy
OBZ060 249.Y1 - 243.65 55.0
OOZ071 187.33 169.94 55.0
is with discrete bracing.
m
zcification.
II
I
(�1
NBP Light Gage Analysis - Mac PPC
Version 5.240 11/10/03 AISI Spec Year = 1996
Input File: PO4
Summary Report for project name: CLASSIC TRUSS / BZEIGLER
' ---Span--- Des. Des. Brc. Supp. Lt. Rt. I
No Length Sect. Grp. 7 Type Lt Rt Lap Lap Dii
(in) (in)
1 25.00 08CO60 1 Yes Top 1 2 ----- ----- -1.3
x
comb
Max, -1
x ]
span
comb
M,
CEE CHANNEL
sx. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ----
31. Axial Shear Moment Moment Ten. Comp. Shear Mom. TAM PAM VAN
(in) --P--(kip, ft) pos_M ne4 M -T----- P----- V----- M--- =---------------
6 0.00 0.47 2.94 -2.59 0.00 0.00 0.19 1.01 1.01- 1.01 0.61
14.0 0.0 0.0 156.0 144.0 0.0 0.0 0.0 144.0 144.0 144.0 156.0
0 1 1 2 0 0 1 2 2 2 1
---____ --- Maximum Values on All Spans
ispl. Axial Shear Moment Moment Ten. Comp. Shear Mom. TAM PAM VAN
336 0.00 0.47 2.94 -2.59 0.00 0.00 0.19 1.01 1.01 1.01 0.61
14.0 0.0 0.0 156.0 144.0 0.0 0.0 0.0 144.0 144.0 144.0 156.0
0 1 1 1 0 0 1 1 1 1 1
0 1 1 2 0 0 1 2 2 2 1
Support Connection Codes:
i
Support No.
1 2
WC WC
Vertical Reactions: (kips)
-------- ------=== (negative reaction
for gravity loads)
Load Support No.
Comb. 1 2
1 -0.47 -0.47
2 0.42 0.42
3 0.28 0:28 _
Load Cases: Purlin spacing 1.37 o.c.
Building Code: IBC/ASCE 7-90 Codes
I
General Loads: Load Case Uniform Load
(psf) Load Case Hamel
1 2.5
Dead Load
2 20.0
Live Load
3 -35.3
Wind Load
4 -20.6
Edge Zone Wind Load
5 5.0
Collateral Loadl
6 0.0
Snow Load
7 20.0
Pattern LL, Bayl 1
Linear Loads: Load Span Load start
load start x end load
end x
Case NO. Type
(lb/ft) (ft) l(lb/ft)
(ft)
1 1 Shear
3.40 0.00 3.40
25.00
2 1 Shear
27.40 0.00 27.40
25.00
3 1 Shear
-28.20 0.00 -28.20
25.00
5 1 Shear
6.90 0.00 6.90
25.00
7 1 Shear
27.40 0.00 27.40
25.00
Load Combinations:
Act. All. =Load Case No.
Load Combination Name
# 7 Fac. 1 2 3 4 5 6
7
1 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00
0.00 DL + COL + LL
2 Y 1.33 1.00 0.00 1.30 0.00 0.00 0.00
0.00 DL + 1.3 WL
3 Y 1.33 1.00 0.00 0.91 0.00 0.00 0.00
0.00 DL + (0.7)',1.3 WL
Deflection Limitations:
The deflection limit with DEAD LOAD
L/ 120.00
The maximum deflection with DEAD LOAD
= 2.50"
The deflection limit without DEAD LOAD = L/ 150.00
The maximum deflection without DEAD LOAD
= 2.00"
Deflection limitations were applied to combinations 1,3
Total system weight = 73.63 lbs. I
Total system cost 71.87 dollars
I
I
General Notes:
+ Ends of laps are considered as brace points.
• Inflection points are considered brace points except for spans with discrete bracing.
• All calculations are in accordance with the 1989 AISI Addendum
+ All calculations are in accordance with the 1996 AISI Specification.
Purlin Production List:
Purlin Section Length
1 08C060 25.00
I
Material Summary:
Section Weight Cost Fy
08C060 73.63 71.87 55.0
Roll Force Desi n
Version 2.7 (12101/03)
Job Number:
S4J0148A
Engineer:
BDZ
Job Name:
CLASSIC TRUSS
Purlin Run:
P01
Loading
Purlin Layout Information
Dead:
2.50 psf
Eave to Ridge Distance (W):
45.00 ft
No. Rows on Slope (n):
9
Collateral:
5.00 psf
Purlin Depth (d):
8.00 in
Spacing:
5.00 ft
Live/Snow:
20.00 psf
Roof Slope (s):
1.00:12
Roof Panel Type:
Nucor ClassicTM Roof
i
Bay Layout:
12@25
1-> 12 Bays.
Mid -Bay to Adjacent Frames
!At Frame Lines, From Roof to Rafter
----
Bay
---
Width
(ft)
----------star-
Purlin Thk.
(in)
Load, W
(Ibs)
--------ParWr-
Roll Force
(Ibs)
Capacity
(Ibs)
,aet-«rr- --
for Eave
Beam (Ibs),, Line
---
Ctr
-------
Roll Force
(Ibs)
--rdmfr----rivffivr
Resistance
(Ibs)
-------
Detail
(B/T/W/C
--------------------------
Detail Needs and Capacity (Ibs)
1
25.00
0.086
30,938
14
±4,917
-0- 1
0.63
9
±1,739
W
Provide WC detail at all purlins.
3
25.00
0.086
30,938
14
±4,917
-0- 2
0.87
12
±3,478
W
Provide WC detail at all purlins.
3
25.00
0.071
30,938
524
±4,917
-0- , 3
0.81
218
±2,924
W
Provide WC detail at all purlins.
4
25.00
0.071
30,938
524
±4,917
-0- 4
0.81
424
±2,371
W
Provide WC detail at all purlins.
5
25.00
0.071
30,938
524
±4,917
-0- 1 5
0.81
424
±2,371
W
Provide WC detail at all purlins.
6
25.00
0.071
30,938
524
±4,917
-0- 6
0.81
424
±2,371 _ _
_ _ _ _W -- - -
Provide -WC --detail i all urlins.
7
25.00
0.071
30,938
524
±4,917-_-=0--'
7
-0.81-
424
±2,371
W
Provide WC detail at all purlins.
_ _ 8__
25.001-
--0.07-1----
-30,938 {
524
±4,917
-0- ' 8
0.81
424
±2,371
W
Provide WC detail at all purlins.
9
25.00
0.071
30,938
524
±4,917
-0- 9
0.81
424
±2,371
W
Provide WC detail at all purlins.
10
25.00
0.071
30,938
524
±4,917
-0- , 10
0.81
424
±2,371
W
Provide WC detail at all purlins.
11
25.00
0.086
30,938
14
±4,917
-0- 11
0.81
218
±2,924
W
Provide WC detail at all purlins.
12
25.00
0.086
30,938
14
±4,917
-0- 112
0.87
12
±3,478
W
Provide WC detail at all purlins.
13
1 13
0.63
9
±1,739
W
Provide WC detail at all purlins.
14
14
15
' 15
16
__
' 16
17
_
17
18
18
19
19
20
120
1 21
Job Number:
Description:
Version 2.3 - 3/8/04
E:
F:
G:
Trib..
Hnrz Ream is
n• I a nnnn,
r-------r —.—
I I
j I
i I
I
y y
{ I
i I
Floor Elevation I
A�
F::ascla & Ca opy Loads, Contilnued
Ver ion 2.3 - 3/8/04 :. _ .. .
Job No. S4JO148A, CLASSIC TRUSS
T------------------------
Loads-----------------------�
� Loads
____7-----------------------------
Roof Dead:
2.50 psf Building Code: IBC 2000
Roof Collateral:
5.00 psf Fascia Vert. Wu 0 plf
Roof Live:
20.00 psf Horz. Beam Wt.: 24 plf
Roof Snow:
0.00 psf Face Panel Weight: 0.00 psf
Drift Max.: 1
0.00 sf Horz.' Wind Pressure: 0.00 sf
Drift Width (Wd):
0.0000 ft ( Wind Uplift: 3 5.3 3 psf
--------._---------
_ _ I Line Load: 30.00_pif
j
_Gutter/Aux.
Load I Combinations
1 1.00 1.00 1.00 DL + COL + LL
b
3 060 100 06DL+W1R
6zDL+.�N1 L:..1._........:
5 1.00 1.00 0 75� 0.75 DL + COL + 0 75(SL + W1
75 pL
v 7
8 x
9 f
AuxLd: 750 Ib
i
i COL: 125
DL: 86 pl
Horizontal
i
Member Sign Convention:,
+PA-j +��+P ""
+V +V
Connx. Sign Convention:
Horizontal Spacer
0 © G
Fascia & Canopy Loads, Report
Version 2.3 - 3/8/04
Job No.:
Description:
Engineer:
Date:
S4J0148A
CLASSIC TRUSS
ZEIGLER
3/17/04
Comb
Nd �
Name
1
DL + COL + LL
SL
3
0.6DL+W1R
5
DL + COL + 0.75(SL + W 1 R)
7
8'
..
9
O-
Axial (P, kips)
Shear<(V, kips)
T�2 1:
2 Q
-8 0.
14 ,1,
14.
r,. 1.?. 1
4 1.::
, . Z. 9
Moment M ft-kip)
-23.1
-16.0
-64.0
113.1
113.1
-103.1
-39.1
99.2
99.2
45.7
45.7
OShear;,(V,
Axial (P, kips)
kips)
2T
2'0
8 Q
14'1
„14 1
12
65
6 5
Moment M ft-ki
-24.5
-17.3
-69.3
122.5
122.5
-111.2
-41.8
107.8
107.8
50.0
50.0
Axial (P, kips)
©
Shear; (V, kips)
2.1"
..9
.8.0
14'1
...1;4 1....
;,12 1
. 4 1.
12 9
...1. .9
6 5
Moment M ft-kip)
23.1
16.0
64.0
-113.1
-113.1
103.1
39.1
-99.2
-99.2
-45.7
-45.7
Axial (P, kips)
C
Shear, (V, kips)
2 1;
. 2 Q:
S.Q.
14:1.
1Z1
41
12:9:
129
65
65
Moment (M. ft-kiD)
24.5
.
17.3
69.3
-122.5
...�41
-122.5
111.2
41.8
-107.8
-107.8
-50.0
-50.0
o
PGq
1 4 Bolt Flush Beam To Column Connection
Job Number:
S4J0148A
Engineer:
BDZ
Date:
3/17/04
Description:
Canopy Conn
Moment, (M) _ 11120 ft -skips
Shear, (V) _ r3121 Q kips,y
J
x
Axial, (P) =4 kips
LLOOd
❑ Forces Are In Conjunction With Wind I
I I I Loaded Flanae Restrained Aaainst Rotation)
I L 1 Design For 1 /4 Section Capacitv 1
Section Information:
BU Section
Column Total Depth, (dc) _
15 OOQO
Flange Width, (bfJ
$ 40Q `in'
Flange Thickness, (tfc)
Web Thickness, (tWu) _
j,f d t8c:p� x
d 7s itfi
Fy Column, (F„c)`SSksly
Unbraced Length =
90 OO�Or
Min. Dist. From End Of Col. _
0.0000 in
Min. Col. Flange Thick Req'd =
0.4910 in.
*** Bolt Information *** i
Bolt Diameter, (Db) = 1.0000 in.
ASTM Bolt Designation = A325
Min. Bolt Diameter Req'd = 0.8609 in.
*** Column Stiffener Requirements ***
Select Stiffener = F3.25
w,
Fy Stiffener, (Fystiff) = R w'`515'ksiy4
_ II�
Version 1.3 - 2/4/00
Design Results:
Endplate OK (SR=0.85)
Bolts OK (SR=0.86)
Welds OK
Section Information: J BU Section
Beam Total Depth, (db) 2$0001
Flange Width, (bfb) 5 �60+OOQ
Flange Thickness, (tfb) =' 0 310C
Web Thickness, (twb) =C)175d
Fy Beam, (F„b) =F
*** Endplate Information ***
Plate Width, (bpi) = H6 OQQO rn�
Plate Length, (dpi) = 29.2500 in.
Plate Thickness, (tpi) =f Q 6250`1n
Fy Plate, (Fypi) =55s1
Min. Plate Thickness Req'd = 0.5284 in.
*** Weld Information ***
Flange Weld = FWD4
Web Weld = WP13
4 Bolt Flush Beam To Column Connection
Job Number:
S4J0148A
Description:
Canopy Conn
Upper Stiffener Requirements:
3 in. x 0.25 in. x 14 in.
Endplate Requiremient:
6 in. x 0.25 in. x 15 in.
I
0.625 in.
I
0.310 in.
i
28.00, in.
0.500 in. 0.500 in.
vcrarurl r.0 - ci•ria�
Engineer: 8DZ
Date: 3/17/04
29.25 in.
I, 6.000 in.
,l
Bolt Diameter =
1.000 in.
Plate Width =
6.000 in.
Plate Thickness =
0.625 in.
Flange Weld =
FWD4
Web Weld =
WP13
Flange Width, bf =
6.000 in.
Flange Thickness, tf =
0.310 in.
Web Thickness, tw =
0.175 in.
I
Detailing Information
5 in.
8 in.
0 in.
3/17/04
"V
Span and Loading Conditions
Member Length.
L
ft.
16.0000
Unbraced Length - Major
Ibx
in.
192.00
Unbraced Len th - Minor
Iby
in.
96.00
Cbx
(�
Cby
1.00
Member braced against joint translation?
Y
Cmx
1.000
Cmy
1.000
Kx Factor
Kx
2.100
Ky Factor
Ky
1.000
'
Annlied Lnads
X-axis Uniform Load (+ Dn)
Y-axis Uniform Load (+Dn)
kip/ft
kip/ft
kip/ft
kip/ft
0.00
0.00
Axial Load (+P= C; P= T)
P
kip
0.00
Mx End 1 (+=Ten. on Bot)
Mx End 2 (+=Ten. on Bot)
Mx Interior (+ =Ten. on Bot)
ft-kip
ft-kip
ft-kip
0.00
111.20
0.00
My End 1 (+=Ten. on Bot)
My End 2 (+=Ten. on Bot)
My Interior (+ =Ten. on Bot)
ft-kip
ft-kip
ft-kip
0.00
0.00
0.00
Shear
V
kip
12.90
Stress Factor
1.00 �
Design Results
Maximum CSR
O.K.
Material Information
0.781
Section Built -Up (Y / N)
Y
If Hot -Roll, Fy =
50
Section Sizes: Enter Wideflange Section
Built -Up input:
Fy =
1
55
Total Depth
d
in.
28.000
Flange Width
b
in.
6.000
Flange Thickness
tf
in.
0313
Web Thickness
tw
in.
0.175
Design Section Used for Final Design:
BU282
Total Depth
d
in.
28.000
Flange Width
b
in.
6.000
Flange Thickness
tf
in.
0313
Web Thickness
tw
in.
0.175
wgt
29.06
Final Design Loads
Simple Span Moment
Mx
ft-kip
0.00
Simple Span Moment
My
ft-kip
0.00
Maximum Moment
Mx
ft-kip
111.20
Maximum Moment
My
ft-kip
0.00
Shear
Va
kip
1290
Axial
Pa
kip
0.00
Material Yield
Flange Yield
Fyf
ksi
Web Yield
Fyw
ksi
Deflection Results
Simple Span Deflection
Qx
in.
Simple Span Deflection Limit
I/
55.00.
55.00
0.09
2212.13 I �i
BDZ 1 3/17/04
19
Longitudinal Frame Reactions
Shear =
Tension ='R;2S DQf ,.r
Anchor Bolt Diameter =
Anchor Bolt Quantity =
Net Anchor Bolt Loads
Applied Shear = 49.33
Applied Tension = 60.10
A307 Bolt
Anchor Bolt Check.xls
Building Bracing Reactions
Shear = 75,F",1' 32.23
Tensions 34,0 37.53
Wind Load (Y/N)
A307 Bolt OK
Upset Thread Bolt -OK
Allowable Max Shear =
73.631
OK
Allowable Max Tension =
147.262
OK
Max Tension with Shear =
102.650
OK
Fv =10 ksi
Ft = 20 ksi
' Actual Area
• Actual Area
Combined Tension and Shear
Nominal
Actual Actual
Allowable
Allowable
on A307 Bolts Without Wind Increase
Diameter--Diameter-Area
Shear
Tension_
It = 26.0 - 1.80' fv s 20.0
0.500
0.500 0.196
11.78
23.56
T = 26.0 ' Actual Area - 1.80 ' Vs 20.0 ' Actual Area
0.625
0.625 0.307
18.41
36.82
0.750
0.750 0.442
26.51
53.01.
Combined Tension and Shear
0.875
0.875 0.601
36.08
72.16
on A307 Bolts With Wind Increase
1.000
1.000 0.785
47.12
94.25
ft = (4/3) ' 26.0 -1.80 ' fv s (4/3) ' 20.0
1.125
1.125 0.994
59.64
119.28
ft = 34.7 -1.80 ' fv s 26.7
1.250
1.250 1.227
73.63
147.26
T = 34.7 ' Actual Area -1.80 ' V s 26.7 ' Actual Area
Upset Thread Bolt
Allowable Max Shear =
72.600
OK
Fy = 36
Allowable Max Tension =
134.872
OK
Fu = 58
Max Tension with Shear =
76.979
OK
Fv = 0.17`Fu
Ft = 0.6'Fy
Ratio of
• Nom. Area
` Actual Area
Actual /
Combined Tension and Shear
Nominal
Upset Rod Actual
Nominal
Nominal
Allowable
Allowable
Nominal
on Upset Thread Bolts Without Wind Increase
Diameter
Diameter Area
Diameter
Area
Shear
Tension
Area
ft = 27.0 - 2.19' tv s 21.6
0.500
0.4460 0.156
0.500
0.196
11.62
20.25
0.796
T = 27.0 *.Actual Area - 2.19 ' (Actual Area / Nominal Area) ' V
0.625
0.5615 0.248
0.625
0.307
18.15
32.09
0.807
s 21.6 ' Actual Area
0.750
0.6800 0.363
0.750
0.442
26.14
47.07
0.822
Combined Tension and Shear
0.875
0.7970 0.499
0.875
0.601
35.57
64.66
0.830
on Upset T read Bolts With Wind Increase
1.000
0.9060 0.645
1.000
0.785
46.46
83.55
0.621
ft = (4/3) ' 27.0 - 2.19 ' fv s (413) ' 21.6
1.125
1.0263 0.827
1.125
0.994
58.81
107.21
0.832
ft = 36.0-.?r.19' fv s 28.8
1.250
1.1511 1.041
1.250
1.227
72.60
134.87
0.848
T = 36.0 ' Actual Area - 2.19 ' (Actual Area / Nominal Area) ' V
s 28.8 ' Actual Area
Tucker
3/17/04 9:14 AM.
6