Structural Design Calcs *14888 Endwall Design Input 6/ 2/05 10:38am
*
*
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* DESIGN OF FRAME TYPE D *
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*
* (1)JOBID:
'14888'
* (2)PROGRAM OPTIONS:
* EW Run Run Run Run No. Lap
* Id Col/Raf Girt Brace Panel Cycle Stiff
'R' 'Y' 'Y' 'Y' 'Y' 4 1.00
*(3)DESIGN CODE:
*
*Design ---Steel_Code--- ---Build--- Seismic
* Code Cold Hot Country Code Year Zone
'WS' 'NAUS01' 'AISC89' '----' 'IBC ' '00' 'C
*(4)DESIGN CONSTANTS: Wind
* Steel_Yield(ksi ) ---Stress Ratio--- Strength
* Web Flg C_Sec W_Sec R_Sec U_Sec EP Panel Col/Raf Girt Panel Factor
55.0 55.0 55.0 55.0 50.0 36.0 55.0 80.0 1.00 1.00 1.00 1.0000
*(5)DEFLECTION LIMITS:
* Rafter ---Girt--- --Panel--- Part Wind
* Live Wind Total Column Wall Facia Wall Facia Wall Bent
180. 180. 0. 120. 120. 0. 120. 0. 120. 60.
*(6)REPORTS:
* Input Column Wall Door Wall Cable
* Echo Rafter Girt Jamb Panel Brace
.I. 'Y' '2"Y' 'Y' 'Y'
* (7)BUILDING TYPE:
* Build Build Build Expand EW
* Type Width Length Use Offset
'FF-' 20.0000 135.0000 'N :-' 14.00
* (8)SURFACE SHAPE:
* No. X_Coord Y_Coord Offset
* Surf (ft) (ft) (in)
4 0.0000 8.5000 4.000
10.0000 8.9167 6.000
20.0000 8.5000 6.000
• 20.0000 0.0000 4.000
*(9)BAY SPACING:
*No.Roof Roof Frame Sets_Of Bay No.
* Bay Bay Recess Bays Width Bays
14 10.0000 0.3333 1 5.0000 4
*(10)FRAMED OPENINGS:
* No. Bay Open Open Open Open Sill Base Set Member Remove
* Open Id Width Height Offset Type Height Elev Depth Select Panel
0
* (11)WIDE OPENING LAYOUT:
c.wues-K.out Page 2
*----Open--- Bay Id --Clear O enin
_ P g-- Wedge Stub Column Total
*No. Id Type St End Width Height Height Elev Mount Weight
0
*(12)WIDE OPENING AND STRUT FRAMING:
*-Open- Door Jamb Stub Head Back Brace Strut -Header Beam- Deflection
*No. Id Type FlgWid FlgThk Type Type Type Loc Type Type Max_Spc Horz Vert
0
* (13)PARTIAL WALLS:
* Set_Of Base Full --Bay_Id-- Wall
* Bays Type Load Start End Height
1 '- ' 'N' 1 4 7.0167
* (14)COLUMNS:
* --Left_Corner-- -Right_Corner-- -Int_Facia-- Int_No_Facia Max UnBr Base
* Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev
(in) (in) (in) (in) Dep (ft) (in)
'C ' '-' 0.00 'C ' '-' 0.00 'C ' 4.00 'C ' 4.00 'Y' 38.000 0.000
*(15)COLUMN SIZE:
* Set No. Column
* Member Column Size
'N'
* (16)RAFTERS:
* Rafter Set Rafter Flange
* Select Depth Same Brace
'C ' 8.000 'Y' 'N'
*(17)RAFTERS SIZE:
* Set No. Rafter
* Member Rafter Size
'N'
*(18)RAFTER SPLICES:
* Surf No. Splice Splice
* Id Splice Loc Type
2 0
3 1 0.0000 'S7'
*(19)GIRT DESIGN:
*Girt Flg_Brace Set Set Max Girt To One Girt Max_Unbr
*Type Out In Offset Project Depth Lap Space Rafter Depth/Bay Length
'CF' 'C' 'N' 0.000 0.000 4.000 0.0000 7.4167 'N' 'Y' 6.2500
*(20)GIRT LOCATION:
* Set No. Girt
* Loc Girt Location
'Y' 1 4.2500
* (21)SPECIAL GIRT:
* Sets Of --Bay_Id-- Girt Girt Girt
* Girts Start End Height Type Rotate
0
* (22)ROOF PURLINS:
*Surf Surf No. Peak Set_Of Set_Space
* Id Ext Purlin Space Space Space No.
3 0.000 3 2.502 1 2.502 3
2 0.000 4 0.001 2 2.501 1
2.502 3
c,wiies-I%.OUT Page 3
* (23)PANELS/RF COLUMNS:
* Wall Insulation RF_Interior_Columns
* Panel Use Thick No. Locate
'R-26 'N' 4.000 0
* (24)WIND FRAMING SELECTION:
* Order_Of_Selection
* Panel Diagonal Wind Wind
* Shear Bracing Bent Column
'Y' 'N' 'N' 'N'
* (25)WALL BRACING:
* Wind Brace No. Bay Specified
* Shear Type Specified Bays For Bracing
71.8 'C ' 0 - -
* (26)WIND BENTS:
* --Member-- No.
* Type Depth Bay Bay_Id
' 0.00 0
* (27)WIND COLUMNS:
* --Member-- No. Left/
* Type Depth Bay Bay_Id Right
'-' 0.00 0
* (28)WALL BRACING ATTACHMENT
* No. Attach --Bay_Id-- No.
*Attach Id Start End Level Level Height
0 -
* (29)EAVE EXTENSION:
*
*Wall No. Ext -Bay_Id-- -Edge_Extend- Ext
*Id Ext Id Start End Height Width Slope Left Right Mount
2 0
4 0
* (30)CANOPY:
*
*Wall No. Ext -Bay_Id-- -Edge_Extend- Ext
*Id Ext Id Start End Height Width Slope Left Right Mount
3 0
2 0
4 0
* (31)FACIA/PARAPET .
*
*Wall No. Ext Fac Bay ----Attach_Beam---- -
* ay --Facia/Parapet--- Edge Extend Ext
* Id Ext Id Type St End Height Width Slope Elev Height Slope Left Right Mnt
(C,E) (ft) (ft) (?:12 ) (ft) (ft) (?:12 ) (ft) (ft)
3 0
2 0
4 0
* (32)FACIA/PARAPET GIRTS:
*
*Ext ----Top---- --Interior- ---Back_Panel--- Angle
*Id Type Rotate Type Rotate Part Rotate Spacing
* (33)ADJACENT BUILDING:
*
*Wall No. Ext -Bay_Id-- -Edge Extend- Ext
*Id Ext Id Start End Height Width Slope Left Right Mount
2 0
4 0
* (34)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING:
*
*Ext Ext_Beam Facia/Parapet Facia/Parapet Girt
*Id Dead Collat Live Press Suct Press Suct Press Suct
* (35)BASIC LOADS:
* Edge_Strip_Ratio
* Dead Collat Live Snow Basic Wind_Load Ratio Zone Col/
* Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb
1.8 1.0 20.0 64.0 12.3 1.00 1.00 3.000 1.07 1.23 1.07
* (36)BASIC LOADS AT EAVE:
* Seis_Coeff Seis_Load Torsion Forces
* Frame Brace Frame Brace Wind Seismic
0.0495 0.1387 0.10 0.28 0.00 0.00
* (37)WIND PRESSURE/SUCTION:
*
* Wind Wind
* Press Suct
10.8 -11.9 . . Column
10.8 -11.9 . . Girt/Header
10.8 -11.8 . . Jamb
13.3 -14.4 . . Panel
16.0 -16.0 . . Parapet Girt
* (38)WIND COEFFICIENTS:
* Surf Rafter_Wind_1 Rafter_Wind_2 Bracing_Wind Long Surface
* Id Left Right Left Right Left Right Wind Friction
1 0.00 0.00 0.00 0.00 0.40 -0.59 0.00 0.00
2 -1.19 -0.68 -0.83 -0.32 -1.19 -0.68 -1.19 0.00
3 -0.68 -1.19 -0.32 -0.83 -0.68 -1.19 -1.19 0.00
4 0.00 0.00 0.00 0.00 -0.59 0.40 0.00 0.00
* (39)COLUMN & BRACING DESIGN LOADS:
*
*Load Snow/ Rafter Wind Brace Wind Long Column_Wind Aux Load
*No Id Dead Coll Live Left Right Left Right Wind Press Suct Seis Id Coef
36 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
2 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00
3 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00
4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00
5 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00
6 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00
7 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00
8 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00
9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00
10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00
11 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00
12 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00
13 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00
14 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00
15 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00
16 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00
17 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00
18 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 -1.00
19 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.00
20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
21 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
22 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
23 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
24 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
25 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00
26 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00
27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00
28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00
29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00
30 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00
31 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00
32 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00
33 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00
34 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00
35 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 -1.00
36 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.00
* (40)COLUMN & BRACING DESIGN LOADS: Deflection
*Load Snow/ Rafter Wind Brace Wind Long Column_Wind Aux Load
*No Id Dead Coll Live Left Right Left Right Wind Press Suct Seis Id Coef
0
* (41)RAFTER DESIGN LOADS:
*
* No. Load Snow/ Rafter_Wind1 Rafter_Wind2 Long Aux Load
*Load Id Dead Collat Live Left Right Left Right Wind Seis Id Coef
17 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
2 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00
3 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00
4 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00
5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00
6 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00
7 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00
8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00
9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00
10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00
11 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00
12 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00
13 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00
14 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00
15 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00
16 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1 -1.00
17 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.00
* (42)RAFTER DESIGN LOADS: Deflection
*
* No. Load Snow/ Rafter_Wind_1 Rafter_Wind2 Long Aux Load
*Load Id Dead Collat Live Left Right Left Right Wind Seis Id Coef
14 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
2 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00
3 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00
4 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00
5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00
6 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00
7 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00
8 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00
9 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00
10 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00
11 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00
12 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00
13 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1 -1.00
14 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.00
*(43)AUXILIARY LOADS:
* No. Aux Aux No._Add Add_Load
* Aux Id Name Combs Id Coef
5 1 'E2PAT_SL 1' 1 1 0.50
2 .E2PAT_SL 2' 1 4 0.50
3 'E2PAT_SL 3' 2 1 0.50
2 0.50
4 'E2PAT_SL 4' 2 2 0.50
3 0.50
5 'E2PAT_SL 5' 2 3 0.50
4 0.50
*(44)ADDITIONAL LOADS:
* No. Add Surf Basic Load FX FY Mr- X Y . .Conc
* Add Id Id Load Type W1 W2 Co DL1 DL2 . .Unif
4 1 2 ' ' 'D ' -0.330 -0.330 0.04 0.00 5.00
2 2 ' ' 'D ' -0.330 -0.330 0.04 5.00 10.01
3 3 ' ' 'D ' -0.330 -0.330 -0.04 0.00 5.00
4 3 ' ' 'D ' -0.330 -0.330 -0.04 5.00 10.01
* (45)GIRT LAPS:
*
* Data Set 1 Set_2 Set_3
* Opt Sets Left Right Quan Left Right Quan Left Right Quan
'-' 0
* (46)GIRT STRAPS:
*
* Data ---Set_1--- ---Set_2--- ---Set 3--- ---Set 4---
*Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan
'-' 0
* Code file used was EW IBC.00
14888 Endwall Design Code 6/ 2/05 1:48pm
STRUCTURAL CODE:
Design Basis : WS
Hot Rolled Steel : AISC89
Cold Formed Steel : NAUS01
BUILDING CODE:
Wind Code : IBC
Year : 00
Seismic Zone : C
MODULUS OF ELASTICITY
Hot Rolled Steel : 29000 (ksi )
Cold Formed Steel : 29500 (ksi )
14888 Column & Rafter Design 6/ 2/05 1:48pm
MEMBER SIZES:
Member Member Member ---Web_Size-- -Flange_Size- Member Member
Id Locate Size Depth Thick Width Thick Length Weight
Co1-1 0.3 4X25C16 4.00 16ga 2.50 16ga 7.7 15.4
Col-2 5.0 4X25C16 4.00 16ga 2.50 16ga 7.9 15.8
Co1-3 10.0 4X25C16 4.00 16ga 2.50 16ga 8.1 16.2
Col-4 15.0 4X25C16 4.00 16ga 2.50 16ga 7.9 15.8
Col-5 19.7 4X25C16 4.00 16ga 2.50 16ga 7.7 15.4
Raf-1 8X35C16 8.00 16ga 3.44 16ga 10.0 35.9
Raf-2 8X35C16 8.00 16ga 3.44 16ga 10.0 35.9
Total= 150.64
DESIGN ACTIONS/STRESSES:
-Axial(k ) - --Shear(k ) _= Moment(f-k )
Mem Load Design Allow Design Allow Design Allow
Id Id Load Load Load Load Load Load
Co1-1 1 0.72 3.71 -0.02 4.30 0.12 1.30
Co1-1 2 0.44 3.71 -0.01 4.30 0.07 1.30
Col-1 3 0.49 3.71 -0.01 4.30 0.08 1.30
Col-1 4 -0.14 19.43 0.00 4.30 -0.02 1.30
Col-1 5 -0.14 19.43 0.00 4.30 -0.02 1.30
Co1-1 6 -0.07 19.43 0.00 4.30 -0.01 1.30
Col-1 7 0.15 3.71 0.00 4.30 0.02 1.30
Co1-1 8 0.16 3.71 0.00 4.30 0.02 1.30
Col-1 9 0.03 3.71 0.00 4.30 0.00 1.30
Co1-1 10 0.03 3.71 0.00 4.30 0.00 1.30
Col-1 11 -0.14 19.43 0.00 4.30 -0.02 1.30
Co1-1 12 -0.07 19.43 0.00 4.30 -0.01 1.30
Col-1 13 0.72 3.71 -0.02 4.30 0.12 1.30
Col-1 14 0.33 3.71 -0.01 4.30 0.05 1.30
Co1-1 15 0.39 3.71 -0.01 4.30 0.06 1.30
Col-1 16 0.78 3.71 -0.02 4.30 0.13 1.30
Co1-1 17 0.39 3.71 -0.01 4.30 0.06 1.30
Col-1 18 0.33 3.71 -0.01 4.30 0.05 1.30
Co1-1 19 0.72 3.71 -0.02 4.30 0.12 1.30
Col-1 20 0.04 3.71 0.00 4.30 0.00 1.30
Co1-1 21 0.01 3.71 0.00 4.30 0.00 1.30
Co1-1 22 0.67 3.71 -0.01 4.30 0.11 1.30
Col-1 23 -0.15 19.43 0.00 4.30 -0.03 1.30
Co1-1 24 -0.09 19.43 0.00 4.30 -0.01 1.30
Co1-1 25 -0.15 19.43 0.00 4.30 -0.03 1.30
Co1-1 26 -0.09 19.43 0.00 4.30 -0.01 1.30
Col-1 27 -0.15 19.43 0.00 4.30 -0.03 1.30
Co1-1 28 0.00 3.71 0.00 4.30 0.00 1.30
Col-1 29 0.00 3.71 0.00 4.30 0.00 1.30
Co1-1 30 0.67 3.71 -0.01 4.30 0.11 1.30
Col-1 31 0.28 3.71 -0.01 4.30 0.05 1.30
Co1-1 32 0.34 3.71 -0.01 4.30 0.06 1.30
Col-1 33 0.73 3.71 -0.02 4.30 0.12 1.30
Col-1 34 0.34 3.71 -0.01 4.30 0.06 1.30
Co1-1 35 0.28 3.71 -0.01 4.30 0.05 1.30
Co1-1 36 0.67 3.71 -0.01 4.30 0.11 1.30
Col-2 1 2.12 3.55 -0.04 4.30 0.35 1.28
Co1-2 2 1.28 3.55 -0.20 4.30 0.44 1.28
Co1-2 3 1.43 3.55 -0.20 4.30 0.45 1.28
---
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0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
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0 0 0 I-, 0 0 I--, N) N I+ N I--• I— 0 0 0 0 0 0 0 0 0 I--, I-, N W Ja W N .a W N) O O I-, I-, I-• I--, I-• .a 0 0 W .a W N .a W N I-• O 0 O I-, I-, .a W I-, 0 O .a W W I, I-•
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I I I I I I I I 1 1 1 1 I 1 I 1
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GI W W W W W W W W 1...) W ('`) W W W W W W W W W W W W W N N N N N N N N N N N N) N N N N N N N N N N N N) N) N N N) N) N N N N N N) N N N) N N
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C. 0 0 0 0 0 0 0 CO W OD CO CO CO CO CO CO CO CO CO CO CO CO CO CO O CO Co CO CO CO CO CO CO CO CO CO CO O CO CO CO CO CO (y1 Cn N Cn
t
Col-5 26 -0.15 19.43 0.00 4.30 -0.03 1.30
Co1-5 27 -0.15 19.43 0.00 4.30 -0.03 1.30
Col-5 28 0.00 3.71 0.00 4.30 0.00 1.30
Co1-5 29 0.00 3.71 0.00 4.30 0.00 1.30
Co1-5 30 0.34 3.71 -0.01 4.30 0.06 1.30
Col-5 31 0.28 3.71 -0.01 4.30 0.05 1.30
Co1-5 32 0.67 3.71 -0.01 4.30 0.11 1.30
Co1-5 33 0.34 3.71 -0.01 4.30 0.06 1.30
Co1-5 34 0.73 3.71 -0.02 4.30 0.12 1.30
Col-5 35 0.67 3.71 -0.01 4.30 0.11 1.30
Col-5 36 0.28 3.71 -0.01 4.30 0.05 1.30
Raf-1 1 0.04 14.47 1.08 2.65 1.02 5.11
Raf-1 2 0.01 13.67 -0.21 2.65 -0.20 5.11
Raf-1 3 -0.02 32.18 -0.11 2.65 -0.10 5.11
Raf-1 4 0.01 12.82 -0.14 2.65 -0.13 5.11
Raf-1 5 -0.01 32.18 -0.04 2.65 -0.04 5.11
Raf-1 6 0.05 14.10 0.21 2.65 0.20 5.11
Raf-1 7 0.11 14.56 0.21 2.65 0.20 5.11
Raf-1 8 0.05 14.31 0.02 2.65 0.02 5.11
Raf-1 9 0.10 14.39 0.02 2.65 0.02 5.11
Raf-1 10 -0.03 32.18 -0.21 2.65 -0.20 5.11
Raf-1 11 0.05 14.47 1.07 2.65 1.02 5.11
Raf-1 12 0.04 14.49 1.03 2.65 0.80 5.11
Raf-1 13 0.03 14.47 0.57 2.65 0.54 5.11
Raf-1 14 0.03 14.56 -0.97 2.65 0.75 5.11
Raf-1 15 0.02 14.47 0.57 2.65 0.54 5.11
Raf-1 16 0.04 14.49 1.03 2.65 0.80 5.11
Raf-1 17 0.04 14.47 1.08 2.65 1.02 5.11
Raf-2 1 0.04 14.47 -1.08 2.65 1.02 5.11
Raf-2 2 -0.02 32.18 0.11 2.65 -0.10 5.11
Raf-2 3 0.01 13.67 0.21 2.65 -0.20 5.11
Raf-2 4 -0.01 32.18 0.04 2.65 -0.04 5.11
Raf-2 5 0.01 12.82 0.14 2.65 -0.13 5.11
Raf-2 6 0.11 14.56 -0.21 2.65 0.20 5.11
Raf-2 7 0.05 14.53 -0.21 2.65 0.20 5.11
Raf-2 8 0.10 14.39 -0.02 2.65 0.02 5.11
Raf-2 9 0.05 14.31 -0.02 2.65 0.02 5.11
Raf-2 10 -0.03 32.18 0.21 2.65 -0.20 5.11
Raf-2 11 0.03 14.47 -0.57 2.65 0.54 5.11
Raf-2 12 0.04 14.49 -1.03 2.65 0.80 5.11
Raf-2 13 0.05 14.47 -1.07 2.65 1.02 5.11
Raf-2 14 0.02 14.47 -0.57 2.65 0.54 5.11
Raf-2 15 0.03 14.56 0.97 2.65 0.75 5.11
Raf-2 16 0.04 14.47 -1.08 2.65 1.02 5.11
Raf-2 17 0.04 14.49 -1.03 2.65 0.80 5.11
STRESS RATIO:
Mem Load
Id Id Axial Shear Moment Axl+Mom Shr+Mom Max UC
Co1-1 1 0.20 0.00 0.09 0.28 0.28
Col-1 2 0.12 0.00 0.05 0.17 0.17
Col-1 3 0.13 0.00 0.06 0.19 0.19
Co1-1 4 0.01 0.00 0.02 0.02 0.02
Col-1 5 0.01 0.00 0.02 0.02 0.02
Col-1 6 0.00 0.00 0.01 0.01 0.01
Col-1 7 0.04 0.00 0.02 0.05 0.05
Col-1 8 0.04 0.00 0.02 0.06 0.06
Col-1 9 0.01 0.00 0.00 0.01 0.01
Col-1 10 0.01 0.00 0.00 0.01 0.01
Col-1 11 0.01 0.00 0.02 0.02 0.02
Col-1 12 0.00 0.00 0.01 0.01 0.01
Col-1 13 0.20 0.00 0.09 0.28 0.28
Col-1 14 0.09 0.00 0.04 0.13 0.13
Col-1 15 0.10 0.00 0.05 0.15 0.15
Col-1 16 0.21 0.00 0.10 0.31 0.31
Col-1 17 0.10 0.00 0.05 0.15 0.15
Col-1 18 0.09 0.00 0.04 0.13 0.13
Col-1 19 0.20 0.00 0.09 0.28 0.28
Col-1 20 0.01 0.00 0.00 0.01 0.01
Col-1 21 0.00 0.00 0.00 0.00 0.00
Col-1 22 0.18 0.00 0.09 0.27 0.27
Col-1 23 0.01 0.00 0.02 0.02 0.02
Co1-1 24 0.00 0.00 0.01 0.01 0.01
Col-1 25 0.01 0.00 0.02 0.02 0.02
Col-1 26 0.00 0.00 0.01 0.01 0.01
Col-1 27 0.01 0.00 0.02 0.02 0.02
Col-1 28 0.00 0.00 0.00 0.00 0.00
Co1-1 29 0.00 0.00 0.00 0.00 0.00
Col-1 30 0.18 0.00 0.09 0.27 0.27
Col-1 31 0.08 0.00 0.04 0.11 0.11
Col-1 32 0.09 0.00 0.04 0.13 0.13
Col-1 33 0.20 0.00 0.09 0.29 0.29
Col-1 34 0.09 0.00 0.04 0.13 0.13
Co1-1 35 0.08 0.00 0.04 0.11 0:11
Col-1 36 0.18 0.00 0.09 0.27 0.27
Col-2 1 0.60 0.01 0.27 0.89 0.89
Col-2 2 0.36 0.05 0.35 0.72 0.03 0.72
Col-2 3 0.40 0.05 0.36 0.77 0.03 0.77
Col-2 4 0.02 0.05 0.34 0.34 0.04 0.34
Co1-2 5 0.02 0.05 0.32 0.32 0.03 0.32
Col-2 6 0.01 0.05 0.34 0.34 0.04 0.34
Co1-2 7 0.12 0.00 0.05 0.17 0.17
Col-2 8 0.12 0.00 0.05 0.17 0.17
Col-2 9 0.02 0.00 0.01 0.02 0.02
Col-2 10 0.02 0.00 0.01 0.02 0.02
Col-2 11 0.02 0.00 0.05 0.05 0.05
Col-2 12 0.01 0.00 0.03 0.03 0.03
Col-2 13 0.60 0.01 0.27 0.89 0.89
Co1-2 14 0.46 0.01 0.21 0.68 0.68
Col-2 15 0.32 0.01 0.14 0.46 0.46
Col-2 16 0.45 0.01 0.21 0.66 0.66
Col-2 17 0.32 0.01 0.14 0.46 0.46
Col-2 18 0.46 0.01 0.21 0.68 0.68
Col-2 19 0.60 0.01 0.27 0.89 0.89
Col-2 20 0.03 0.00 0.01 0.03 0.03
Col-2 21 0.01 0.00 0.00 0.01 0.01
Co1-2 22 0.56 0.01 0.26 0.84 0.84
Col-2 23 0.02 0.00 0.06 0.06 0.06
Co1-2 24 0.01 0.00 0.03 0.03 0.03
Col-2 25 0.02 0.00 0.06 0.06 0.06
Col-2 26 0.01 0.00 0.03 0.03 0.03
Col-2 27 0.02 0.00 0.06 0.06 0.06
Col-2 28 0.00 0.00 0.00 0.00 0.00
Col-2 29 0.00 0.00 0.00 0.00 0.00
Co1-2 30 0.56 0.01 0.26 0.84 0.84
Co1-2 31 0.43 0.01 0.20 0.64 0.64
Col-2 32 0.28 0.00 0.13 0.42 0.42
Col-2 33 0.41 0.01 0.19 0.62 0.62
Col-2 34 0.28 0.00 0.13 0.42 0.42
Col-2 35 0.43 0.01 0.20 0.64 0.64
Col-2 36 0.56 0.01 0.26 0.84 0.84
Col-3 1 0.40 0.01 0.18 0.59 0.59
Col-3 2 0.26 0.05 0.35 0.62 0.03 0.62
Col-3 3 0.26 0.05 0.35 0.62 0.03 0.62
Col-3 4 0.01 0.05 0.37 0.37 0.04 0.37
Co1-3 5 0.01 0.06 0.38 0.38 0.04 0.38
Co1-3 6 0.01 0.06 0.38 0.38 0.04 0.38
Co1-3 7 0.08 0.00 0.03 0.11 0.11
Co1-3 8 0.08 0.00 0.03 0. 11 0.11
Co1-3 9 0.01 0.00 0.00 0.01 0.01
Co1-3 10 0.01 0.00 0.00 0.01 0.01
Co1-3 11 0.01 0.00 0.03 0.03 0.03
Co1-3 12 0.01 0.00 0.03 0.03 0.03
Co1-3 13 0.31 0.00 0. 14 0.45 0.45
Co1-3 14 0.43 0.01 0.19 0. 63 0.63
Co1-3 15 0.31 0.00 0. 14 0.45 0.45
Co1-3 16 0.20 0.00 0.09 0.29 0.29
Co1-3 17 0.20 0.00 0.09 0.29 0.29
Co1-3 18 0.42 0.01 0.19 0.61 0.61
Co1-3 19 0.42 0.01 0.19 0.61 0.61
Co1-3 20 0.02 0.00 0.01 0.02 0.02
Co1-3 21 0.01 0.00 0.00 0.01 0.01
Co1-3 22 0.38 0.01 0.17 0.56 0.56
Co1-3 23 0.01 0.00 0.03 0.03 0.03
Co1-3 24 0.01 0.00 0.03 0.03 0.03
Co1-3 25 0.01 0.00 0.03 0.03 0.03
Co1-3 26 0.01 0.00 0.03 0.03 0.03
Co1-3 27 0.01 0.00 0.04 0.04 0.04
Co1-3 28 0.00 0.00 0.00 0.00 la.00
Co1-3 29 0.00 0.00 0.00 0.00 0.00
Co1-3 30 0.28 0.00 0.13 0.42 0.42
Co1-3 31 0.40 0.01 0.18 0.59 0.59
Co1-3 32 0.28 0.00 0.13 0.42 0.42
Co1-3 33 0.18 0.00 0.08 0.26 0.26
Co1-3 34 0.18 0.00 0.08 0.26 0.26
Co1-3 35 0.39 0.01 0.18 0.58 0.58
Co1-3 36 0.39 0.01 0.18 0.58 0.58
Co1-4 1 0.60 0.01 0.27 0.89 0.89
Co1-4 2 0.40 0.05 0.36 0.77 0.03 0.77
Co1-4 3 0.36 0.05 0.35 0.72 0.03 0.72
Co1-4 4 0.02 0.05 0.34 0.34 0.04 0.34
Co1-4 5 0.01 0.05 0.34 0.34 0.04 0.34
Co1-4 6 0.02 0.05 0.32 0.32 0.03 0.32
Co1-4 7 0.12 0.00 0.05 0.17 0.17
Co1-4 8 0.12 0.00 0.05 0.17 0.17
Co1-4 9 0.02 0.00 0.01 0.02 0.02
Co1-4 10 0.02 0.00 0.01 0.02 0.02
Co1-4 11 0.01 0.00 0.03 0.03 0.03
Co1-4 12 0.02 0.00 0.05 0.05 0.05
Co1-4 13 0.32 0.01 0.14 0.46 0.46
Co1-4 14 0.46 0.01 0.21 0.68 0.68
Co1-4 15 0.60 0.01 0.27 0.89 0.89
Co1-4 16 0.32 0.01 0.14 0.46 0.46
Co1-4 17 0.45 0.01 0.21 0.66 0.66
Co1-4 18 0.60 0.01 0.27 0.89 0.89
Co1-4 19 0.46 0.01 0.21 0.68 0.68
Co1-4 20 0.03 0.00 0.01 0.03 0.03
Co1-4 21 0.01 0.00 0.00 0.01 0.01
Co1-4 22 0.56 0.01 0.26 0.84 0.84
Co1-4 23 0.01 0.00 0.03 0.03 0.03
Co1-4 24 0.02 0.00 0.06 0.06 0.06
Co1-4 25 0.01 0.00 0.03 0.03 0.03
Co1-4 26 0.02 0.00 0.06 0.06 0.06
Co1-4 27 0.02 0.00 0.06 0.06 0.06
Co1-4 28 0.00 0.00 0.00 0.00 0.00
Co1-4 29 0.00 0.00 0.00 0.00 0.00
Co1-4 30 0.28 0.00 0.13 0.42 0.42
Co1-4 31 0.43 0.01 0.20 0.64 0.64
Co1-4 32 0.56 0.01 0.26 0.84 0.84
Co1-4 33 0.28 0.00 0.13 0.42 0.42
Co1-4 34 0.42 0.01 0.19 0.62 0.62
cr cr 0 a> r- c,4 N VD u/ r-1 ri r1 N N M OD u/ ri OD M ,-i O Cr r4 N ,-1 N N O O M r1 Cr.- M 01 N ri ri 0 cr u7 1.-1 CO CO r-1 ri CO .--1 Ol r1 Cr- r1 01 r1 .-i cI OD ri u') O OD r-1 ri
CO C.D N r-1 r1 O O 0 0 0 0 0 0 0 ri ri N r1 M N r-d O O N O O O O O O O ri ri N r-I N N ri c O O O O O O O O O <r M N M N M cr cV 0 0 0 0 0 O O O
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C.; 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O
O ri O O 1.--1 .--I r1 O OD VD VD LD CO O O O .-1 0
N O O O O O O N ri O ri O ,4 N N O O O O O
0 0 0 0 O O O O O O O O O O O O O O O O
c' c' OD O N N r-I N VD U1 r1 r-1 ri N In M CO ri CO M r1 o r` r-1 N .--I N N O O Cl r-i !` M O1 r- r-I o c' N M r-1 c• sr ri r1 <r O VD O O LID O O N c• ri M cr c' r-I r-1
co O N r1 ri O O O O O O O O O ri 1--1 N r-1 M N 1-1 O O N O O O O O O O ri ri N r1 N N r1 N O O O O O O O O O N 1-1 ri ri ri r1 N N O O O O O O O O
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
lO O 01 lD U) N ri N N N O O ri N <r 01 u") O O1 c• O O 01 1--1 N rH N N O O <r c' O1 c• 01 01 cr O cr N M r1 cr cr O O <r O VD O V1 O VD O O N c• r1 M cr cr O O
N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O ri 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N O O O O O O O O O N 1-1 11 r-i r1 ri N N O O O O O O O O
0 0 0 D.
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Raf-2 10 0.00 0.08 0.04 0.04 0.01 0.08
Raf-2 11 0.00 0.21 0.10 0.10 0.06 0.21
Raf-2 12 0.00 0.39 0.16 0.16 0.17 0.39
Raf-2 13 0.00 0.41 0.20 0.20 0.20 0.41
Raf-2 14 0.00 0.21 0.10 0.10 0.06 0.21
Raf-2 15 0.00 0.37 0.15 0.15 0.16 0.37
Raf-2 16 0.00 0.41 0.20 0.20 0.20 0.41
Raf-2 17 0.00 0.39 0.16 0.16 0.18 0.39
MEMBER DEFLECTIONS/COLUMN REACTIONS:
Mem Load Deflection(in) Reaction(k )
Id Id Calc Allow Horz(OP) Vert Horz(IP)
Col-1 1 0.00 0.77 0.02 0.72 0.00
Col-1 2 0.00 0.77 0.01 0.44 0.00
Col-1 3 0.00 0.77 0.01 0.49 0.00
Col-1 4 0.00 0.77 0.00 -0.13 0.00
Col-1 5 0.00 0.77 0.00 -0.13 0.00
Col-1 6 0.00 0.77 0.00 -0.06 0.00
Col-1 7 0.00 0.77 0.00 0.15 0.00
Col-1 8 0.00 0.77 0.00 0.16 0.00 -
Col-1 9 0.00 0.77 0.00 0.03 0.00
Col-1 10 0.00 0.77 0.00 0.03 0.00
Col-1 11 0.00 0.77 0.00 -0.13 0.00
Col-1 12 0.00 0.77 0.00 -0.06 0.00
Co1-1 13 0.00 0.77 0.02 0.72 0.00
Col-1 14 0.00 0.77 0.01 0.33 0.00
Col-1 15 0.00 0.77 0.01 0.39 0.00
Col-1 16 0.00 0.77 0.02 0.78 0.00
Col-1 17 0.00 0.77 0.01 0.39 0.00
Col-1 18 0.00 0.77 0.01 0.33 0.00
Col-1 19 0.00 0.77 0.02 0.72 0.00
Col-1 20 0.00 0.77 0.00 0.04 0.00
Col-1 21 0.00 0.77 0.00 0.01 0.00
Col-1 22 0.00 0.77 0.01 0.67 0.00
Col-1 23 0.00 0.77 0.00 -0.15 0.00
Col-1 24 0.00 0.77 0.00 -0.09 0.00
Col-1 25 0.00 0.77 0.00 -0.15 0.00
Col-1 26 0.00 0.77 0.00 -0.09 0.00
Col-1 27 0.00 0.77 0.00 -0.15 0.00
Col-1 28 0.00 0.77 0.00 0.00 0.00
Co1-1 29 0.00 0.77 0.00 0.00 0.00
Col-1 30 0.00 0.77 0.01 0.67 0.00
Col-1 31 0.00 0.77 0.01 0.28 0.00
Col-1 32 0.00 0.77 0.01 0.34 0.00
Col-1 33 0.00 0.77 0.02 0.73 0.00
Col-1 34 0.00 0.77 0.01 0.34 0.00
Col-1 35 0.00 0.77 0.01 0.28 0.00
Col-1 36 0.00 0.77 0.01 0.67 0.00
Col-2 1 0.00 0.79 0.04 2.12 0.00
Col-2 2 0.08 0.79 0.20 1.28 0.00
Col-2 3 0.08 0.79 0.20 1.43 0.00
Col-2 4 -0.10 0.79 -0.21 -0.40 0.00
Col-2 5 0.11 0.79 0.22 -0.40 0.00
Col-2 6 0.11 0.79 0.22 -0.21 0.00
Col-2 7 0.00 0.79 0.01 0.43 0.00
Col-2 8 0.00 0.79 0.01 0.42 0.00
Col-2 9 0.00 0.79 0.00 0.06 0.00
Col-2 10 0.00 0.79 0.00 0.05 0.00
Col-2 11 0.00 0.79 -0.01 -0.40 0.00
Col-2 12 0.00 0.79 0.00 -0.21 0.00
Col-2 13 0.00 0.79 0.04 2.12 0.00
Col-2 14 0.00 0.79 0.03 1.64 0.00
Co1-2 15 0.00 0.79 0.02 1.12 0.00
Col-2 16 0.00 0.79 0.03 1.60 0.00
Co1-2 17 0.00 0.79 0.02 1.12 0.00
Co1-2 18 0.00 0.79 0.03 1.65 0.00
Co1-2 19 0.00 0.79 0.04 2.12 0.00
Co1-2 20 0.00 0.79 0.00 0.09 0.00
Co1-2 21 0.00 0.79 0.00 0.03 0.00
Co1-2 22 0.00 0.79 0.04 2.00 0.00
Co1-2 23 0.00 0.79 -0.01 -0.46 0.00
Co1-2 24 0.00 0.79 -0.01 -0.26 0.00
Col-2 25 0.00 0.79 -0.01 -0.46 0.00
Co1-2 26 0.00 0.79 -0.01 -0.26 0.00
Col-2 27 0.00 0.79 -0.01 -0.46 0.00
Co1-2 28 0.00 0.79 0.00 0.00 0.00
Col-2 29 0.00 0.79 0.00 0.00 0.00
Co1-2 30 0.00 0.79 0.04 2.00 0.00
Co1-2 31 0.00 0.79 0.03 1.52 0.00
Co1-2 32 0.00 0.79 0.02 1.00 0.00
Co1-2 33 0.00 0.79 0.03 1.47 0.00
Co1-2 34 0.00 0.79 0.02 1.00 0.00
Co1-2 35 0.00 0.79 0.03 1.52 0.00
Co1-2 36 0.00 0.79 0.04 2.00 0.00
Col-3 1 0.00 0.81 0.03 1.37 0.00 -
Col-3 2 0.09 0.81 0.20 0.88 0.00
Co1-3 3 0.09 0.81 0.20 0.88 0.00
Col-3 4 -0.11 0.81 -0.22 -0.25 0.00
Co1-3 5 0.12 0.81 0.24 -0.19 0.00
Co1-3 6 0.12 0.81 0.24 -0.19 0.00
Co1-3 7 0.00 0.81 0.01 0.27 0.00
Col-3 8 0.00 0.81 0.01 0.27 0.00
Col-3 9 0.00 0.81 0.00 0.04 0.00
Co1-3 10 0.00 0.81 0.00 0.04 0.00
Co1-3 11 0.00 0.81 0.00 -0.19 0.00
Co1-3 12 0.00 0.81 0.00 -0.19 0.00
Co1-3 13 0.00 0.81 0.02 1.05 0.00
Co1-3 14 0.00 0.81 0.03 1.45 0.00
Co1-3 15 0.00 0.81 0.02 1.05 0.00
Co1-3 16 0.00 0.81 0.01 0.68 0.00
Col-3 17 0.00 0.81 0.01 0.68 0.00
Co1-3 18 0.00 0.81 0.03 1.41 0.00
Co1-3 19 0.00 0.81 0.03 1.41 0.00
Co1-3 20 0.00 0.81 0.00 0.07 0.00
Co1-3 21 0.00 0.81 0.00 0.02 0.00
Co1-3 22 0.00 0.81 0.03 1.28 0.00
Co1-3 23 0.00 0.81 0.00 -0.23 0.00
Co1-3 24 0.00 0.81 0.00 -0.23 0.00
Co1-3 25 0.00 0.81 0.00 -0.23 0.00
Co1-3 26 0.00 0.81 0.00 -0.23 0.00
Co1-3 27 0.00 0.81 -0.01 -0.29 0.00
Co1-3 28 0.00 0.81 0.00 0.00 0.00
Co1-3 29 0.00 0.81 0.00 0.00 0.00
Co1-3 30 0.00 0.81 0.02 0.96 0.00
Co1-3 31 0.00 0.81 0.03 1.37 0.00
Co1-3 32 0.00 0.81 0.02 0.96 0.00
Co1-3 33 0.00 0.81 0.01 0.60 0.00
Co1-3 34 0.00 0.81 0.01 0.60 0.00
Co1-3 35 0.00 0.81 0.03 1.33 0.00
Co1-3 36 0.00 0.81 0.03 1.33 0.00
Co1-4 1 0.00 0.79 0.04 2.12 0.00
Co1-4 2 0.08 0.79 0.20 1.43 0.00
Co1-4 3 0.08 0.79 0.20 1.28 0.00
Col-4 4 -0.10 0.79 -0.21 -0.40 0.00
Co1-4 5 0.11 0.79 0.22 -0.21 0.00
Co1-4 6 0.11 0.79 0.22 -0.40 0.00
Co1-4 7 0.00 0.79 0.01 0.42 0.00
Col-4 8 0.00 0.79 0.01 0.43 0.00
Col-4 9 0.00 0.79 0.00 0.05 0.00
Co1-4 10 0.00 0.79 0.00 0.06 0.00
Col-4 11 0.00 0.79 0.00 -0.21 0.00
Col-4 12 0.00 0.79 -0.01 -0.40 0.00
Col-4 13 0.00 0.79 0.02 1.12 0.00
Col-4 14 0.00 0.79 0.03 1.64 0.00
Col-4 15 0.00 0.79 0.04 2.12 0.00
Co1-4 16 0.00 0.79 0.02 1.12 0.00
Co1-4 17 0.00 0.79 0.03 1.60 0.00
Co1-4 18 0.00 0.79 0.04 2.12 0.00
Co1-4 19 0.00 0.79 0.03 1.64 0.00
Co1-4 20 0.00 0.79 0.00 0.09 0.00
Co1-4 21 0.00 0.79 0.00 0.03 0.00
Co1-4 22 0.00 0.79 0.04 2.00 0.00
Co1-4 23 0.00 0.79 -0.01 -0.26 0.00
Co1-4 24 0.00 0.79 -0.01 -0.46 0.00
Co1-4 25 0.00 0.79 -0.01 -0.26 0.00
Co1-4 26 0.00 0.79 -0.01 -0.46 0.00
Col-4 27 0.00 0.79 -0.01 -0.46 0.00
Co1-4 28 0.00 0.79 0.00 0.00 0.00
Co1-4 29 0.00 0.79 0.00 0.00 0.00
Col-4 30 0.00 0.79 0.02 1.00 0.00--
Col-4 31 0.00 0.79 0.03 1.52 0.00
Co1-4 32 0.00 0.79 0.04 2.00 0.00
Co1-4 33 0.00 0.79 0.02 1.00 0.00
Co1-4 34 0.00 0.79 0.03 1.48 0.00
Co1-4 35 0.00 0.79 0.04 2.00 0.00
Co1-4 36 0.00 0.79 0.03 1.52 0.00
Co1-5 1 0.00 0.77 0.02 0.72 0.00
Co1-5 2 0.00 0.77 0.01 0.49 0.00
Co1-5 3 0.00 0.77 0.01 0.44 0.00
Co1-5 4 0.00 0.77 0.00 -0.13 0.00
Co1-5 5 0.00 0.77 0.00 -0.06 0.00
Col-5 6 0.00 0.77 0.00 -0.13 0.00
Co1-5 7 0.00 0.77 0.00 0.16 0.00
Co1-5 8 0.00 0.77 0.00 0.15 0.00
Co1-5 9 0.00 0.77 0.00 0.03 0.00
Col-5 10 0.00 0.77 0.00 0.03 0.00
Co1-5 11 0.00 0.77 0.00 -0.06 0.00
Col-5 12 0.00 0.77 0.00 -0.13 0.00
Col-5 13 0.00 0.77 0.01 0.39 0.00
Col-5 14 0.00 0.77 0.01 0.33 0.00
Col-5 15 0.00 0.77 0.02 0.72 0.00
Co1-5 16 0.00 0.77 0.01 0.39 0.00
Col-5 17 0.00 0.77 0.02 0.78 0.00
Col-5 18 0.00 0.77 0.02 0.72 0.00
Col-5 19 0.00 0.77 0.01 0.33 0.00
Col-5 20 0.00 0.77 0.00 0.04 0.00
Co1-5 21 0.00 0.77 0.00 0.01 0.00
Col-5 22 0.00 0.77 0.01 0.67 0.00
Col-5 23 0.00 0.77 0.00 -0.09 0.00
Col-5 24 0.00 0.77 0.00 -0.15 0.00
Col-5 25 0.00 0.77 0.00 -0.09 0.00
Col-5 26 0.00 0.77 0.00 -0.15 0.00
Col-5 27 0.00 0.77 0.00 -0.15 0.00
Co1-5 28 0.00 0.77 0.00 0.00 0.00
Col-5 29 0.00 0.77 0.00 0.00 0.00
Col-5 30 0.00 0.77 0.01 0.34 0.00
Col-5 31 0.00 0.77 0.01 0.28 0.00
Col-5 32 0.00 0.77 0.01 0.67 0.00
Col-5 33 0.00 0.77 0.01 0.34 0.00
Col-5 34 0.00 0.77 0.02 0.73 0.00
Col-5 35 0.00 0.77 0.01 0.67 0.00
Col-5 36 0.00 0.77 0.01 0.28 0.00
££'0 TO'0- 9Z Z-JET
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Raf-2 27 -0.01 0.33
Raf-2 28 0.00 0.33
Raf-2 29 -0.01 0.33
Raf-2 30 -0.01 0.33
Raf-2 31 -0.01 0.33
14888 Rafter Splice Report 6/ 2/05 1:48pm
Splice -Surface- ---Plate--- Design Load---- ----Bolts(A325 )----
Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage
1 S7 3 0.0 0.0 0.000 16 0.0 0.7 0.0 0 0.000 0.00 0.00
14888 Base Plate & Anchor Bolt Design 6/ 2/05 1:48pm
Column_Base Max_Reactions(k ) Plate_Size(in)-- -Bolts(A36 )-
Id Depth Comp Tens Shear Width Length Thick Row Diam Gage
Col-1 4.0 0.8 -0.2 0.0 2 0.750 3.00
Col-2 4.0 2.1 -0.5 0.2 2 0.750 3.00
Col-3 4.0 1.5 -0.3 0.2 2 0.750 3.00
Col-4 4.0 2.1 -0.5 0.2 2 0.750 3.00
Col-5 4.0 0.8 -0.2 0.0 2 0.750 3.00
14888 Flush Girt Design Report 6/ 2/05 1:48pm
GIRT LOCATION:
Bay No. Girt Id
Id Girt
1 0
2 0
3 0
4 0
GIRT SPAN:
Bay No. Girt Id
Id Girt
1 0
2 0
3 0
4 0
GIRT SIZE:
Bay No. Girt Id
Id Girt
1 0
2 0
3 0
4 0
GIRT INSIDE FLANGE BRACE:
No._Brace/Bay
1 2 3 4
0 0 0 0
14888 Endwall Diagonal Bracing Summary 6/ 2/05 1:48pm
PANEL SHEAR WITH NO BRACING:
Panel Shear
Allow =Open Wall
Calc = 0.0
WARNING: No Bracing On Open Wall
14888 Wall Panel Report 6/ 2/05 1:48pm
PANEL DATA:
Bay Part Type Gage Yield
2 R-26 R 26.00 80.0
MOMENTS & DEFLECTION:
Moment(ft-lb/ft)
Span Span LD Support Midspan ---Deflect(in)--
Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC
1 1.75 WP 0.0 144.9 0.00 -5.1 128.0 0.04 0.00 0.17 0.01
WS 0.0 144.9 0.00 6.8 144.9 0.05 0.00 0.17 0.02
14888 Endwall Design Warning Report 6/ 2/05 1:48pm
WARNING: No Bracing On Open Wall
14888 Endwall Weight Summary 6/ 2/05 1:48pm
FORCED SPACING: (Design warnings occured)
Total Column Weight = 78.77
Total Rafter Weight = 71.86
Total Girt Weight = 0.00
Total Door Jamb Weight = 0.00
Total Bracing Weight = 0.00
Total Clips Weight = 33.00
Total Endwall Weight = 183.64
MAIN RAFTER
CFS Version 4.12 Page 1
Analysis: 14888 Main Rafter.anl T. James Eisenman Jr.
Main Frame Rafter Corle Building Systems
FO-14888
Rev. Date: 6/1/2005 2:07:27 PM
By: T. James Eisenman Jr.
4 $
Analysis Inputs
Members
Section File Revision Date and Time
1 08x35C92.esn.sct 11/24/2003 9:19:56 AM
Start Loc. End Loc. Braced R ex ey
(ft) (ft) Flange (in) (in)
1 0.000 10.009 None 0.0000 0.0000 0.0000
Supports
Type Location Bearing Fastened K
(ft) (in)
1 XYT 0.000 2.000 No 1.0000
2 XT 3.336 1.000 No 1.0000
3 XT 6. 673 1.000 No 1.0000
4 XYT 10.009 2.000 No 1.0000
Loading: Dead Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.000 10.009 0.0100 0.0100 k
2 Concentrated 90.000 3.295 NA -0.0633 NA k
Bearing Length 1.000 in
3 Concentrated 90.000 6. 631 NA -0.0633 NA k
Bearing Length 1.000 in
Loading: Collateral Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Concentrated 90.000 3.295 NA -0.0333 NA k
Bearing Length 1.000 in
2 Concentrated 90.000 6. 631 NA -0.0333 NA k
Bearing Length 1.000 in
Loading: Live Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.000 10.009 0. 1200 0.1200 k
2 Concentrated 90.000 3.295 NA -2.1333 NA k
Bearing Length 1.000 in
3 Concentrated 90.000 6. 631 NA -2.1333 NA k
Bearing Length 1.000 in
CFS Version 4.12 Page 2
Analysis: 14888 Main Rafter.anl T. James Eisenman Jr.
Main Frame Rafter Corle Building Systems
FO-14888
Rev. Date: 6/1/2005 2:07:27 PM
By: T. James Eisenman Jr.
Loading: Wind Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.000 10.009 -0.0300 -0.0300 k
2 Concentrated 90.000 3.295 NA 0.5047 NA k
Bearing Length 1.000 in
3 Concentrated 90.000 6.631 NA 0.5047 NA k
Bearing Length 1.000 in
Loading: Earthquake Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.000 10.009 0.0500 0.0500 k
Load Combination: D+C+L
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Beam Self Weight 1.0000
2 Dead Load 1.0000
3 Collateral Load 1.0000
4 Live Load 1.0000
Load Combination: 0. 60*D+WS
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Beam Self Weight 0.6000
2 Dead Load 0.6000
3 Wind Load 1.0000
Load Combination: D+C+0.15*L+E
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Beam Self Weight 1.0000
2 Dead Load 1.0000
3 Collateral Load 1.0000
4 Earthquake Load 1.0000
5 Live Load 0.1500
CFS Version 4.12 Page 3
Analysis: 14888 Main Rafter.anl T. James Eisenman Jr.
Main Frame Rafter Corle Building Systems
FO-14888
Rev. Date: 6/1/2005 2:07:27 PM
By: T. James Eisenman Jr.
Member Check - 2001 AISI Specification - US (ASD)
Load Combination: D+C+L
Design Parameters at 5.006 ft:
Lx 10.009 ft Ly 3.336 ft Lt 3.336 ft
Kx 1.0000 Ky 1 .0000 Kt 1.0000
Section: 08x35C92.esn.sct
Cbx 1.0001 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: None Moment Reduction, R: 0.0000
Loads: P Mx Vy My Vx
(k) (k-ft) (k) "(I-ft) (k)
Total 0. 130 7 . 5013 0.000 0.0000 0.000
Applied 0. 130 7. 5013 0.000 0.0000 0.000
Strength 24 .557 8.5324 9.312 2.5713 10. 924
Effective section properties at applied loads:
Ae 1.43839 in^2 Ixe 14 .541 in^4 Iye 2. 184 in^4
Sxe(t) 3. 6137 in^3 Sye(1) 2.1276 in^3
Sxe(b) 3. 6571 in^3 Sye(r) 0. 9057 in^3
Interaction Equations
AISI Eq. C5.2. 1-1 (P, Mx, My) 0.005 + 0.880 + 0.000 = 0.885 <= 1. 0
AISI Eq. C5.2. 1-2 (P, Mx, My) 0.005 + 0.879 + 0.000 = 0.884 <= 1.0
AISI Eq. C3.3.1-1 (Mx, Vy) 0.773 + 0.000 = 0.773 <= 1.0
AISI Eq. C3.3. 1-1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0
Maximum Shears, Moments, and Deflections
Envelope of All Combinations
Location Shear(1) Shear(r) Reaction
(ft) (k) (k) (k)
0.000 0.0000 2.2546 2.2546
10.009 -2.2545 0.0000 2.2545
Location Moment Location Deflection
(ft) (k-ft) (ft) (in)
3.377 -1.5240 5.004 -0.31982
5.006 7.5013
6. 632 -1.5240
COLUMNS
CFS Version 4.12 Page 1
Analysis: 14888 Central Column.FL-A.anl T. James Eisenman Jr.
Central Column, FL A Corle Building Systems
FO-14888
Rev. Date: 6/1/2005 2:10:37 PM
By: T. James Eisenman Jr.
4
Analysis Inputs
Members
Section File Revision Date and Time
1 4D16.sct 6/1/2005 9:22:21 AM
Start Loc. End Loc. Braced R ex ey
(ft) (ft) Flange (in) (in)
1 0.0000 8.2500 Top 0.0000 0.0000 2.0000
Supports
Type Location Bearing Fastened K
(ft) (in)
1 XYT 0.0000 2.000 No 1.0000
2 XT 4.2500 1.000 No 1.0000
3 XYT 8.2500 2.000 No 1.0000
Loading: Dead Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.2500 0.2425 0.2425 k
Loading: Live Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.2500 6.4000 6.4000 k
Loading: Collateral Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.2500 0.1000 0.1000 k
Loading: Wind Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.2500 -1.5129 -1.5129 k
Loading: Internal Wall Press
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Concentrated 90.000 4.2083 NA 0. 1393 NA k
Bearing Length 1.000 in
CFS Version 4.12 Page 2
Analysis: 14888 Central Column.FL-A.anl T. James Eisenman Jr.
Central Column, FL A Corle Building Systems
FO-14888
Rev. Date: 6/1/2005 2:10:37 PM
By: T. James Eisenman Jr.
Load Combination: D+C+L+WallP
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Live Load 1.0000
3 Collateral Load 1.0000
4 Internal Wall Press 1.0000
Load Combination: D+C+L-WallP
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Live Load 1.0000
3 Collateral Load 1.0000
4 Internal Wall Press -1.0000
Load Combination: 0.60*D+WS
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 0.6000
2 Wind Load 1.0000
Load Combination: D+C+0.75* (L+WS+Wa1lP)
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Collateral Load 1.0000
3 Live Load 0.7500
4 Wind Load 0.7500
5 Internal Wall Press 0.7500
Load Combination: D+C+0.75* (L+WS-WallP)
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Collateral Load 1.0000
3 Live Load 0.7500
4 Wind Load 0.7500
5 Internal Wall Press -0.7500
CFS Version 4.12 Page 3
Analysis: 14888 Central Column.FL-A.anl T. James Eisenman Jr.
Central Column, FL A Corle Building Systems
FO-14888
Rev. Date: 6/1/2005 2:10:37 PM
By: T. James Eisenman Jr.
Member Check - 2001 AISI Specification - US (ASD)
Load Combination: D+C+L-Wa1lP
Design Parameters at 4 .2487 ft:
Lx 8.2500 ft Ly 4 .2500 ft Lt 4.2500 ft
Kx 1.0000 Ky 1.0000 Kt 1.0000
Section: 4D16.sct
Cbx 1. 6610 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 2.0000 in
Braced Flange: Top Moment Reduction, R: 0.0000
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (F-ft) (k)
Total 6.742 0.2856 0.000 0.0000 0.000
Applied 6.742 1.4093 0.000 0.0000 0.000
Strength 18.778 3.2355 8.091 1.2470 10.044
Effective section properties at applied loads:
Ae 1. 17966 in^2 Ixe 3.2107 in^4 Iye 1.8624 in^4
Sxe(t) 1. 6053 in^3 Sye(1) 0.7450 in^3
Sxe(b) 1. 6053 in^3 Sye(r) 0.7450 in^3
Interaction Equations
AISI Eq. C5.2. 1-1 (P, Mx, My) 0.359 + 0.499 + 0.000 = 0. 858 <= 1. 0
AISI Eq. C5.2. 1-2 (P, Mx, My) 0.299 + 0. 436 + 0.000 = 0.734 <= 1.0
AISI Eq. C3.3. 1-1 (Mx, Vy) 0. 190 + 0.000 = 0. 190 <= 1.0
AISI Eq. C3.3. 1-1 (My, Vx) 0.000 + 0.000 = 0. 000 <= 1.0
Maximum Shears, Moments, and Deflections
Envelope of All Combinations
Location Shear(1) Shear(r) Reaction
(ft) (k) (k) (k)
0.0000 0.000000 -0.067539 -0.067539
8 .2500 0. 071761 0.000000 -0.071761
Location Moment Location Deflection
(ft) (k-ft) (ft) (in)
4 .2487 -0.28559 4 . 1658 0.029692
CFS Version 4.12 Page 1
Analysis: 14888 Central Column.FL-B.anl T. James Eisenman Jr.
Central Column, FL B Corle Building Systems
FO-14888
Rev. Date: 6/14/2005 3:38:02 PM
By: T. James Eisenman Jr.
Analysis Inputs
Members
Section File Revision Date and Time
1 4X25C16.sct 6/2/2005 4:39:31 PM
Start Loc. End Loc. Braced R ex ey
(ft) (ft) Flange (in) (in)
1 0.0000 8.2500 Top 0.0000 0.0000 2.0000
Supports
Type Location Bearing Fastened K
(ft) (in)
1 XT 0.0000 2.000 No 1.0000
2 Y 0.0000 1.000 No 0.0000
3 XT 4.2500 1.000 No 1.0000
4 XT 8.2500 2.000 No 1.0000
5 Y 8.2500 1.000 No 0.0000
Loading: Dead Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.2500 0.2425 0.2425 k
Loading: Live Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.2500 6.4000 6.4000 k
Loading: Collateral Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.2500 0.1000 0.1000 k
Loading: Wind Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.2500 -1.5129 -1.5129 k
CFS Version 4.12 Page 2
Analysis: 14888 Central Column.FL-B.anl T. James Eisenman Jr.
Central Column, FL B Code Building Systems
FO-14888
Rev. Date: 6/14/2005 3:38:02 PM
By: T. James Eisenman Jr.
Loading: Internal Wall Press
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Concentrated 90.000 4 .2083 NA 0.1393 NA k
Bearing Length 1.000 in
Load Combination: D+C+L
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Live Load 1.0000
3 Collateral Load 1.0000
Load Combination: 0. 60*D+WS
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 0.6000
2 Wind Load 1.0000
Load Combination: D+C+0.75* (L+WS)
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Collateral Load 1.0000
3 Live Load 0.7500
4 Wind Load 0.7500
CFS Version 4.12 Page 1
Analysis: 14888 Central Column.FL-B.anl T. James Eisenman Jr.
Central Column, FL B Corle Building Systems
FO-14888
Rev. Date: 6/1/2005 2:53:36 PM
By: T. James Eisenman Jr.
Member Check - 2001 AISI Specification - US (ASD)
Load Combination: D+C+L
Design Parameters at 0.0000 ft, Right side:
Lx 8.2500 ft Ly 4 .2500 ft Lt 4 .2500 ft
Kx 0.0000 Ky 1.0000 Kt 1.0000
Section: 4X25C16.sct
Cbx 1.0000 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 2.0000 in
Braced Flange: Top Moment Reduction, R: 0.0000
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (k-ft) (k)
Total 6.7425 0.0000 0.0000 0. 0000 0. 0000
Applied 6.7425 0. 0000 0.0000 0. 0000 0.0000
Strength 8.2393 1. 6177 4 .0456 0.7284 5.0220
Effective section properties at applied loads:
Ae 0.58983 in^2 Ixe 1. 6053 in^4 Iye 0.4893 in^4
Sxe (t) 0. 80266 in^3 Sye (l) 0.56527 in^3
Sxe(b) 0.80266 in^3 Sye (r) 0.29937 in^3
Interaction Equations
AISI Eq. C5.2. 1-1 (P, Mx, My) 0. 818 + 0.000 + 0.000 = 0. 818 <= 1.0
AISI Eq. C5.2. 1-2 (P, Mx, My) 0.598 + 0.000 + 0.000 = 0.598 <= 1.0
AISI Eq. C3.3. 1-1 (Mx, Vy) 0.000 + 0.000 = 0.000 <= 1.0
AISI Eq. C3.3. 1-1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0
CFS Version 4.12 Page 1
Analysis: 14888 BSW Column.anl T. James Eisenman Jr.
BSW Column Corle Building Systems
FO-14888
Rev. Date: 6/3/2005 7:54:02 AM
By: T. James Eisenman Jr.
I I 1 I I 1 _[ L .J ► I-0,
Analysis Inputs
Members
Section File Revision Date and Time
1 4X25C16.sct 6/2/2005 4:39:31 PM
Start Loc. End Loc. Braced R ex ey
(ft) (ft) Flange (in) (in)
1 0.0000 8.5000 Left 0.0000 0.0000 0.0000
Supports
Type Location Bearing Fastened K
(ft) (in)
1 XYT 0.0000 2.000 No 1.0000
2 XT 4 .2500 1.000 No 1.0000
3 XYT 8.5000 2.000 No 1.0000
Loading: Dead Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.5000 0.1400 0.1400 k
Loading: Collateral Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.5000 0.0500 0.0500 k
Loading: Live Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.5000 3.2000 3.2000 k
Loading: Max Axial Wind
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.5000 -0.4300 -0.4300 k
Loading: Min Axial Wind
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.5000 -0.7600 -0.7600 k
CFS Version 4.12 Page 2
Analysis: 14888 BSW Column.anl T. James Eisenman Jr.
BSW Column Corle Building Systems
FO-14888
Rev. Date: 6/3/2005 7:54:02 AM
By: T. James Eisenman Jr.
Load Combination: D+C+L
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Collateral Load 1.0000
3 Live Load 1.0000
Load Combination: D+C+0.75* (L+MaxAW)
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Collateral Load 1.0000
3 Live Load 0.7500
4 Max Axial Wind 0.7500
Load Combination: 0. 6*D+MinAW
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 0. 6000
2 Min Axial Wind 1.0000
Member Check - 2001 AISI Specification - US (ASD)
Load Combination: D+C+L
Design Parameters at 0.0000 ft, Right side:
Lx 8.5000 ft Ly 4 .2500 ft Lt 4.2500 ft
Kx 1.0000 Ky 1.0000 Kt 1.0000
Section: 4X25C16.sct
Cbx 1.0000 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: Left Moment Reduction, R: 0.0000
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (k-ft) (k)
Total 3.3900 0.0000 0.0000 0.0000 0.0000
Applied 3.3900 0.0000 0.0000 0.0000 0.0000
Strength 8.8232 1.6030 4 .0456 0.7159 5.0220
Effective section properties at applied loads:
Ae 0.58983 in^2 Ixe 1. 6053 in^4 Iye 0. 4893 in^4
Sxe(t) 0.80266 in^3 Sye(1) 0.56527 in^3
Sxe(b) 0.80266 in^3 Sye(r) 0.29937 in^3
Interaction Equations
AISI Eq. C5.2. 1-1 (P, Mx, My) 0.384 + 0.000 + 0.000 = 0.384 <= 1.0
AISI Eq. C5.2. 1-2 (P, Mx, My) 0.300 + 0.000 + 0.000 = 0.300 <= 1.0
AISI Eq. C3.3. 1-1 (Mx, Vy) 0.000 + 0.000 = 0.000 <= 1.0
AISI Eq. C3.3. 1-1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0
Section does not meet all requirements of AISI C4 . 6.
Value of x in AISI C4 . 6 assumed to be 0.5.
CFS Version 4.12 Page 1
Analysis: 14888 FSW Column.anl T. James Eisenman Jr.
Mullion on FSW of main frame Corle Building Systems
FO-14888
Rev. Date: 6/1/2005 1:38:32 PM
By: T. James Eisenman Jr.
Analysis Inputs
Members
Section File Revision Date and Time
1 16X30C19.sct 6/1/2005 1:36:55 PM
Start Loc. End Loc. Braced R ex ey
(ft) (ft) Flange (in) (in)
1 0.0000 8.5000 None 0.0000 0.0000 0.0000
Supports
Type Location Bearing Fastened K
(ft) (in)
1 XYT 0.0000 2.000 No 1.0000
2 XT 4 .2500 1.000 No 1.0000
3 XYT 8.5000 2.000 No 1.0000
Loading: Dead Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.5000 0. 1400 0.1400 k
Loading: Collateral Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.5000 0.0500 0.0500 k
Loading: Live Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.5000 3.2000 3.2000 k
Loading: Wind Pressure
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 0.000 0.0000 8.5000 0.11 0.11 k/ft
Loading: Wind Suction
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 0.000 0.0000 8.5000 -0.12 -0.12 k/ft
CFS Version 4.12 Page 2
Analysis: 14888 FSW Column.anl T. James Eisenman Jr.
Mullion on FSW of main frame Corle Building Systems
FO-14888
Rev. Date: 6/1/2005 1:38:32 PM
By: T. James Eisenman Jr.
Loading: Internal Wall Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Concentrated 90.000 4.2083 NA 0. 1330 NA k
Bearing Length 1.000 in
Loading: Max Axial Wind
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.5000 -0.4300 -0.4300 k
Loading: Min Axial Wind
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft-)- Magnitude Magnitude
1 Axial NA 0.0000 8.5000 -0.7600 -0.7600 k
Load Combination: D+C+L+IntWall
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Collateral Load 1.0000
3 Live Load 1.0000
4 Internal Wall Load 1.0000
Load Combination: D+C+0.75* (L+IntWall+WP+MaxAW)
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Collateral Load 1.0000
3 Live Load 0.7500
4 Internal Wall Load 0.7500
5 Wind Pressure 0.7500
6 Max Axial Wind 0.7500
Load Combination: D+C+0.75* (L+IntWall+WS+MaxAW)
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Collateral Load 1.0000
3 Live Load 0.7500
4 Internal Wall Load 0.7500
5 Wind Suction 0.7500
6 Max Axial Wind 0.7500
Load Combination: 0.6*D+WP+MinAW
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 0.6000
2 Wind Pressure 1.0000
3 Min Axial Wind 1.0000
CFS Version 4.12 Page 3
Analysis: 14888 FSW Column.anl T. James Eisenman Jr.
Mullion on FSW of main frame Corle Building Systems
FO-14888
Rev. Date: 6/1/2005 1:38:32 PM
By: T. James Eisenman Jr.
Load Combination: 0. 6*D+WS+MinAW
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 0. 6000
2 Wind Suction 1.0000
3 Min Axial Wind 1.0000
Member Check - 2001 AISI Specification - US (ASD)
Load Combination: D+C+L+IntWall
Design Parameters at 4 .2500 ft, Left side:
Lx 8.5000 ft Ly 4 .2500 ft Lt 4 .2500 ft
Kx 1.0000 Ky 1.0000 Kt 1.0000
Section: 16X30C19.sct
Cbx 1. 6612 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: None Moment Reduction, R: 0.0000
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (k-ft) (k)
Total 3. 3900 -0.2812 0.0000 0.0000 0. 0000
Applied 3.3900 -0.2812 0.0000 -0.3451 0.0000
Strength 6. 4712 4 .5290 0.5510 1 .2048 4 .4539
Effective section properties at applied loads:
Ae 0. 68009 in^2 Ixe 33. 633 in^4 Iye 1.206 in^4
Sxe(t) 4 .7176 in^3 Sye(1) 0.7345 in^3
Sxe(b) 3.7914 in^3 Sye(r) 0.8874 in^3
Interaction Equations
AISI Eq. C5.2. 1-1 (P, Mx, My) 0.524 + 0.062 + 0.294 = 0. 881 <= 1.0
AISI Eq. C5.2. 1-2 (P, Mx, My) 0.489 + 0.062 + 0.286 = 0. 837 <= 1.0
AISI Eq. C3.3. 1-1 (Mx, Vy) 0.004 + 0.000 = 0.004 <= 1.0
AISI Eq. C3.3. 1-1 (My, Vx) 0.082 + 0.000 = 0. 082 <= 1.0
16X30C19 element 1 w/t exceeds 60.
16X30C19 element 3 w/t exceeds 200.
16X30C19 element 5 w/t exceeds 60.
Edge stiffener D/w exceeds 0. 8.
Maximum Shears, Moments, and Deflections
Envelope of All Combinations
Location Shear(1) Shear(r) Reaction
(ft) (k) (k) (k)
0.0000 0.000000 -0.066500 -0.066500
8.5000 0.066500 0.000000 -0.066500
Location Moment Location Deflection
(ft) (k-ft) (ft) (in)
4 .2500 -0.28124 4.2500 0.0022651
CFS Version 4.12 Page 1
Analysis: 14888 Corner Mullion.anl T. James Eisenman Jr.
Corner Mullion Corle Building Systems
FO-14888
Rev. Date: 6/2/2005 11:37:24 AM
By: T. James Eisenman Jr.
$ 4
Analysis Inputs
Members
Section File Revision Date and Time
1 10X80G19.Rotated.sct 6/2/2005 11:28:50 AM
Start Loc. End Loc. Braced R ex ey
(ft) (ft) Flange (in) (in)
1 0.0000 8.5000 None 0.0000 0.0000 0.0000
Supports
Type Location Bearing Fastened K
(ft) (in)
1 XYT 0.0000 2.000 No 1.0000
2 XYT 8.5000 2.000 No 1.0000
Loading: Dead Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.5000 0.0400 0.0400 k
Loading: Collateral Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.5000 0.0100 0.0100 k
Loading: Live Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.5000 0.7300 0.7300 k
Loading: Axial Wind
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.5000 -0.1500 -0.1500 k
Loading: Wind Pressure
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Concentrated 327.542 4 .2083 NA 0.2900 NA k
Bearing Length 1.000 in
CFS Version 4.12 Page 2
Analysis: 14888 Corner Mullion.anl T. James Eisenman Jr.
Corner Mullion Code Building Systems
FO-14888
Rev. Date: 6/2/2005 11:37:24 AM
By: T. James Eisenman Jr.
Loading: Wind Suction
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Concentrated 327.542 4.2083 NA -0.3200 NA k
Bearing Length 1.000 in
Load Combination: D+C+L
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Collateral Load 1.0000
3 Live Load 1.0000
Load Combination: D+C+0.75* (L+WP)
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Collateral Load 1.0000
3 Live Load 0.7500
4 Axial Wind 0.7500
5 Wind Pressure 0.7500
Load Combination: D+C+0.75* (L+WS)
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Collateral Load 1.0000
3 Live Load 0.7500
4 Axial Wind 0.7500
5 Wind Suction 0.7500
Load Combination: 0.6*D+WP
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 0.6000
2 Axial Wind 1.0000
3 Wind Pressure 1.0000
Load Combination: 0. 6*D+WS
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 0.6000
2 Axial Wind 1.0000
3 Wind Suction 1.0000
CFS Version 4.12 Page 3
Analysis: 14888 Corner Mullion.anl T. James Eisenman Jr.
Corner Mullion Corle Building Systems
FO-14888
Rev. Date: 6/2/2005 11:37:24 AM
By: T. James Eisenman Jr.
Member Check - 2001 AISI Specification - US (ASD)
Load Combination: 0. 6*D+WP
Design Parameters at 4 .2500 ft:
Lx 8.5000 ft Ly 8.5000 ft Lt 8.5000 ft
Kx 1.0000 Ky 1.0000 Kt 1.0000
Section: 10X80G19.Rotated.sct
Cbx 1.0000 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: None Moment Reduction, R: 0.0000
Loads: P Mx Vy _ My Vx
(k) (k-ft) (k) (k-ft) (k)
Total -0. 126 0.3291 0.000 -0.5174 0.000
Applied -0. 126 0.3291 0.000 -0.5174 0.000
Strength 38.033 2.2718 1.204 1.7947 1.551
Effective section properties at applied loads:
Ae 1. 19001 in^2 Ixe 20. 946 in^4 Iye 7.417 in^4
Sxe (t) 3.0048 in^3 Sye(1) 1. 6102 in^3
Sxe (b) 3.7045 in^3 Sye(r) 1.8170 in^3
Interaction Equations
AISI Eq. C5. 1. 1-1 (Mx, My, T) 0.036 + 0. 111 + 0.003 = 0. 150 <= 1.0
AISI Eq. C5. 1.1-2 (Mx, My, T) 0. 145 + 0.288 - 0.003 = 0.430 <= 1.0
AISI Eq. C3.3. 1-1 (Mx, Vy) 0.021 + 0.000 = 0.021 <= 1. 0
AISI Eq. C3.3. 1-1 (My, Vx) 0.083 + 0.000 = 0.083 <= 1.0
10X80G19 element 1 w/t exceeds 60.
10X80G19 element 4 w/t exceeds 60.
10X80G19 element 5 w/t exceeds 60.
Edge stiffener D/w exceeds 0.8.
CFS Version 4.12 Page 1
Analysis: 14888 Endwall Mullion.anl T. James Eisenman Jr.
Endwall Mullion Corle Building Systems
FO-14888
Rev. Date: 6/2/2005 11:07:47 AM
By: T. James Eisenman Jr.
4
Analysis Inputs
Members
Section File Revision Date and Time
1 16X30C19.sct 6/1/2005 1:36:55 PM
Start Loc. End Loc. Braced R ex ey
(ft) (ft) Flange (in) (in)
1 0.0000 8. 9167 None 0.0000 0.0000 0.0000
Supports
Type Location Bearing Fastened K
(ft) (in)
1 XYT 0.0000 2.000 No 1.0000
2 X 4 .2500 1.000 No 1.0000
3 XYT 8.9167 2.000 No 1.0000
Loading: Dead Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8. 9167 0.0900 0.0900 k
Loading: Collateral Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8.9167 0.0300 0.0300 k
Loading: Live Load
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8. 9167 2.0000 2.0000 k
Loading: Axial Wind
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Axial NA 0.0000 8. 9167 -0.4600 -0.4600 k
Loading: Wind Pressure
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 0.000 0.0000 8. 9167 0.05 0.05 k/ft
CFS Version 4.12 Page 2
Analysis: 14888 Endwall Mullion.anl T. James Eisenman Jr.
Endwall Mullion Corle Building Systems
FO-14888
Rev. Date: 6/2/2005 11:07:47 AM
By: T. James Eisenman Jr.
Loading: Wind Suction
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 0.000 0.0000 8. 9167 -0.06 -0.06 k/ft
Load Combination: D+C+L
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Collateral Load 1.0000
3 Live Load 1.0000
Load Combination: D+C+0.75* (L+WP)
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Collateral Load 1.0000
3 Live Load 0.7500
4 Axial Wind 0.7500
5 Wind Pressure 0.7500
Load Combination: D+C+0.75* (L+WS)
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 1.0000
2 Collateral Load 1.0000
3 Live Load 0.7500
4 Axial Wind 0.7500
5 Wind Suction 0.7500
Load Combination: 0.6*D+WP
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 0. 6000
2 Axial Wind 1.0000
3 Wind Pressure 1.0000
Load Combination: 0.6*D+WS
Specification: 2001 AISI Specification - US (ASD)
Inflection Point Bracing: Yes
Loading Factor
1 Dead Load 0.6000
2 Axial Wind 1.0000
3 Wind Suction 1.0000
CFS Version 4.12 Page 3
Analysis: 14888 Endwall Mullion.anl T. James Eisenman Jr.
Endwall Mullion Code Building Systems
FO-14888
Rev. Date: 6/2/2005 11:07:47 AM
By: T. James Eisenman Jr.
Member Check - 2001 AISI Specification - US (ASD)
Load Combination: D+C+L
Design Parameters at 8. 9167 ft, Left side:
Lx 8. 9167 ft Ly 4. 6667 ft Lt 8. 9167 ft
Kx 1.0000 Ky 1.0000 Kt 1.0000
Section: 16X30C19.sct
Cbx 1.0000 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: None Moment Reduction, R: 0.0000
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (k-ft) (k)
Total 2. 1200 0.0000 0.0000 0.0000 0.0000
Applied 2. 1200 0.0000 0.0000 -0.2113 0.0000
Strength 5.7335 4 .5290 0.5510 1.2048 4.4539
Effective section properties at applied loads:
Ae 0.82171 in^2 Ixe 40.448 in^4 Iye 1.397 in^4
Sxe(t) 5.0560 in^3 Sye(l) 0. 9440 in^3
Sxe(b) 5.0560 in^3 Sye(r) 0. 9186 in^3
Interaction Equations
AISI Eq. C5.2. 1-1 (P, Mx, My) 0.370 + 0.000 + 0. 179 = 0. 549 <= 1.0
AISI Eq. C5.2.1-2 (P, Mx, My) 0.306 + 0.000 + 0. 175 = 0. 481 <= 1.0
AISI Eq. C3.3.1-1 (Mx, Vy) 0.000 + 0.000 = 0.000 <= 1.0
AISI Eq. C3.3. 1-1 (My, Vx) 0.031 + 0.000 = 0.031 <= 1.0
16X30C19 element 1 w/t exceeds 60.
16X30C19 element 3 w/t exceeds 200.
16X30C19 element 5 w/t exceeds 60.
Edge stiffener D/w exceeds 0.8.
Maximum Shears, Moments, and Deflections
Load Combination: D+C+0.75* (L+WS)
Location Shear(l) Shear(r) Reaction
(ft) (k) (k) (k)
0.0000 0.00000 0.06914 0.06914
4 .2500 -0. 12211 0. 12912 0.25122
8. 9167 -0.08089 0.00000 0.08089
Location Moment Location Deflection Inflections
(ft) (k-ft) (ft) (in) (ft)
1.5366 0.05312 1.7220 -0.0019860 3.0731
4.2500 -0. 11254 4 .1004 0.0000328 5.3218
7. 1193 0.07269 6.8992 -0.0037323
- - --- .. ., rage au
Raf-2 32 0.00 0.33
Raf-2 33 -0.01 0.33
Raf-2 34 -0.01 0.33
Raf-2 35 0.00 0.33
Raf-2 36 0.00 0.33
Raf-2 37 0.00 0.33
14888 Rafter Splice Report 6/ 2/05 1:48pm
Splice -Surface- ---Plate--- Design Load---- ----Bolts(A325 )----
Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage
1 S7 3 0.0 0.0 0.000 12 0.1 1.4 0.0 0 0.000 0.00 0.00
14888 Base Plate & Anchor Bolt Design 6/ 2/05 1:48pm
Column_Base Max_Reactions(k ) Plate_Size(in)-- -Bolts(A36 )-
Id Depth Comp Tens Shear Width Length Thick Row Diam Gage
Col-1 16.0 1.5 -0.3 0.1 2 0.750 3.00
Col-2 4.0 4.1 -0.9 0.2 2 0.750 3.00
Col-3 4.0 2.8 -0.6 0.2 2 0.750 3.00
Col-4 4.0 4.1 -0.9 0.2 2 0.750 3.00
Col-5 16.0 1.5 -0.3 0.1 2 0.750 3.00
14888 Flush Girt Design Report 6/ 2/05 1:48pm
GIRT LOCATION:
Bay No. Girt Id
Id Girt 1
1 1 4.250
2 1 4.250
3 1 4.250
4 1 4.250
GIRT SPAN:
Bay No. Girt Id
Id Girt 1
1 1 3.958
2 1 4.333
3 1 4.333
4 1 3.958
GIRT SIZE:
Bay No. Girt Id
Id Girt 1
1 1 4X25C16
2 1 4X25C16
3 1 4X25C16
4 1 4X25C16
ui IyiwvJ r..wues-L.out Page 21
GIRT INSIDE FLANGE BRACE:
No._Brace/Bay
1 2 3 4
0 0 0 0
GIRT ACTIONS:
Bay Girt Ld --Shear(k )--- --Moment(f-k )-- ---Deflect(in)--
Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC
1 1 WP 0.04 4.30 0.01 -0.04 1.74 0.02 0.00 0.40 0.01
WS -0.04 4.30 0.01 0.03 1.73 0.02 0.00 0.40 0.01
2 1 WP 0.05 4.30 0.01 -0.05 1.74 0.03 0.00 0.43 0.01
WS -0.05 4.30 0.01 0.05 1.70 0.03 0.00 0.43 0.01
3 1 WP 0.05 4.30 0.01 -0.05 1.74 0.03 0.00 0.43 0.01
WS -0.05 4.30 0.01 0.05 1.70 0.03 0.00 0.43 0.01
4 1 WP -0.04 4.30 0.01 -0.04 1.74 0.02 0.00 0.40 0.01
WS 0.04 4.30 0.01 0.04 1.73 0.03 0.00 0.40 0.01
14888 Endwall Diagonal Bracing Summary 6/ 2/05 1:48pm
PANEL SHEAR WITH NO BRACING:
Panel Shear
Allow = 44.9
Calc = 26.7
BRACING NOT REQUIRED
14888 Wall Panel Report 6/ 2/05 1:48pm
PANEL DATA:
Bay Part Type Gage Yield
2 R-29 R 29.00 80.0
MOMENTS & DEFLECTION:
Moment(ft-lb/ft)
Span Span LD Support Midspan ---Deflect(in)--
Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC
1 4.25 WP 12.0 105.2 0.11 -6.1 72.1 0.08 -0.02 0.43 0.04
WS -14.8 72.1 0.21 7.5 105.2 0.07 0.02 0.43 0.05
2 4.51 WP 12.0 105.2 0.11 -7.4 72.1 0.10 -0.03 0.45 0.06
WS -14.8 72.1 0.21 9.1 105.2 0.09 0.03 0.45 0.08
14888 Endwall Design Warning Report 6/ 2/05 1:48pm
UI UWhUva twVes-L.out Page 22
. . No Warnings
14888 Endwall Weight Summary 6/ 2/05 1:48pm
FORCED SPACING:
Total Column Weight = 114.25
Total Rafter Weight = 71.86
Total Girt Weight = 33.33
Total Door Jamb Weight = 0.00
Total Bracing Weight = 0.00
Total Clips Weight = 46.20
Total Endwall Weight = 265.65
ENDWALL DESIGN
DESIGN OF FRAME TYPE D)
SW. a
*
*14888 Endwall Design Input 5/31/05 2:40pm
*
*
**************************
* DESIGN OF FRAME TYPE A *
**************************
* (1)JOBID:
'14888'
*(2)PROGRAM OPTIONS:
* EW Run Run Run Run No. Lap
* Id Col/Raf Girt Brace Panel Cycle Stiff
'L' 'Y' 'Y' 'Y' 'Y' 4 1.00
* (3)DESIGN CODE:
*
*Design ---Steel_Code--- ---Build--- Seismic
* Code Cold Hot Country Code Year Zone __
'WS' 'NAUS01' 'AISC89' '----' 'IBC ' '00' 'C '
* (4)DESIGN CONSTANTS: Wind
* Steel_Yield(ksi ) ---Stress Ratio--- Strength
* Web Flg C_Sec W_Sec RSec U_Sec EP Panel Col/Raf Girt Panel Factor
55.0 55.0 55.0 55.0 50.0 36.0 55.0 80.0 1.00 1.00 1.00 1.0000
* (5)DEFLECTION LIMITS:
* Rafter ---Girt--- --Panel--- Part Wind
* Live Wind Total Column Wall Facia Wall Facia Wall Bent
180. 180. 0. 120. 120. 0. 120. 0. 120. 60.
* (6)REPORTS:
* Input Column Wall Door Wall Cable
* Echo Rafter Girt Jamb Panel Brace
'I' 'Y' '2' 'Y' 'Y'
* (7)BUILDING TYPE:
* Build Build Build Expand EW
* Type Width Length Use Offset
'FF-' 20.0000 135.0000 'N :-' 14.00
* (8)SURFACE SHAPE:
* No. X_Coord Y_Coord Offset
* Surf (ft) (ft) (in)
4 0.0000 8.5000 0.000
10.0000 8.9167 0.000
20.0000 8.5000 0.000
20.0000 0.0000 0.000
* (9)BAY SPACING:
*No.Roof Roof Frame Sets_Of Bay No.
* Bay Bay Recess Bays Width Bays
14 20.0000 0.0000 1 10.0000 2
* (10) FRAMED OPENINGS:
* No. Bay Open Open Open Open Sill Base Set Member Remove
* Open Id Width Height Offset Type Height Elev Depth Select Panel
0
* (11)WIDE OPENING LAYOUT:
W IY/LUVO r.IN.oui Page 2
*----Open--- Bay Id --Clear_Opening-- Wedge Stub Column Total
*No. Id Type St End Width Height Height Elev Mount Weight
0
*(12)WIDE OPENING AND STRUT FRAMING:
*-Open- Door Jamb Stub Head Back Brace Strut -Header Beam- Deflection
*No. Id Type FlgWid FlgThk Type Type Type Loc Type Type Max_Spc Horz Vert
0
*(13)PARTIAL WALLS:
* Set_Of Base Full --Bay_Id-- Wall
* Bays Type Load Start End Height
0
*(14)COLUMNS:
* --Left_Corner-- -Right_Corner-- -Int_Facia-- Int_No_Facia Max UnBr Base
R* TypeRot Depth Type Rot Depth Type Depth Type Depth Same Length Elev
* (in) (in) (in) (in) Dep (ft) (in)
'C ' '-' 16.00 'C ' '-' 16.00 'C ' 4.00 'C ' 4.00 'N' 38.000 0.000
* (15)COLUMN SIZE:* Set No. Column
* Member Column Size
'Y' 3 ' 4X25C16' ' 4D16 ' '16X30C19'
* (16)RAFTERS:
* Rafter Set Rafter Flange
* Select Depth Same Brace
'C 8.000 'Y' 'N'
*(17)RAFTERS SIZE:
* Set No. Rafter
* Member Rafter Size
'N'
* (18)RAFTER SPLICES:
* Surf No. Splice Splice
* Id Splice Loc Type
2 0
3 1 0.0000 'S7'
* (19)GIRT DESIGN:
*Girt Flg_Brace Set Set Max Girt To One Girt Max Unbr
*Type Out In Offset Project Depth Lap Space Rafter Depth/Bay Length
'CF' 'C' 'N' 0.000 0.000 4.000 0.0000 7.4167 'N' 'Y' 6.2500
*(20)GIRT LOCATION:
* Set No. Girt
* Loc Girt Location
'Y' 1 4.2500
*(21)SPECIAL GIRT:
* Sets Of --Bay_Id-- Girt Girt Girt
* Girts Start End Height Type Rotate
0
* (22)ROOF PURLINS:
*Surf Surf No. Peak Set_Of Set_Space
* Id Ext Purlin Space Space Space No.
2 0.000 3 0.000 2 3.336 1
3.336 2
3 0.000 2 3.336 1 3.336 3
.., i rr.uut Page 3
*(23)PANELS/RF COLUMNS:
* Wall Insulation RF_Interior_Columns
* Panel Use Thick No. Locate
'R-29 'N' 4.000 0
* (24)WIND FRAMING SELECTION:
* Order_Of_Selection
* Panel Diagonal Wind Wind
* Shear Bracing Bent Column
'Y' 'N' 'N' 'N'
*(25)WALL BRACING:
* Wind Brace No. Bay Specified
* Shear Type Specified Bays_For_Bracing
44.9 'C ' 0
*(26)WIND BENTS:
* --Member-- No.
* Type Depth Bay Bay_Id
'-' 0.00 0
* (27)WIND COLUMNS:
* --Member-- No. Left/
* Type Depth Bay Bay_Id Right
'-' 0.00 0
*(28)WALL BRACING ATTACHMENT
* No. Attach --Bay_Id-- No.
*Attach Id Start End Level Level_Height
0
*(29)EAVE EXTENSION:
*Wall No. Ext -Bay_Id-- -Edge_Extend- Ext
*Id Ext Id Start End Height Width Slope Left Right Mount
2 0
4 0
*(30)CANOPY:
*
*Wall No. Ext -Bay_Id-- -Edge_Extend- Ext
*Id Ext Id Start End Height Width Slope Left Right Mount
1 0
2 0
4 0
* (31)FACIA/PARAPET .
*
*Wall No. Ext Fac Bay_Id ----Attach Beam---- ---Facia/Parapet--- Edge Extend Ext
* Id Ext Id Type St End Height Width
_ Slope Elev Height Slope Left Right Mnt
* (C,E) (ft) (ft) (?:12 ) (ft) (ft) (?:12 ) (ft) (ft)
1 0
2 0
4 0
* (32)FACIA/PARAPET GIRTS:
*
*Ext ----Top---- --Interior- ---Back_Panel--- Angle
*Id Type Rotate Type Rotate Part Rotate Spacing
*(33)ADJACENT BUILDING:
*
*Wall No. Ext -Bay_Id-- -Edge_Extend- Ext
li..Anil rage 4
*Id Ext Id Start End Height Width Slope Left Right Mount
2 0
4 0
* (34)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING:
*
*
*Ext Ext_Beam Facia/Parapet Facia/Parapet_Girt
*Id Dead Collat Live Press Suct Press Suct Press Suct
* (35)BASIC LOADS:
* Edge_Strip_Ratio
* Dead Collat Live Snow Basic Wind_Load_Ratio Zone Col/
* Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb
1.9 1.0 20.0 64.0 12.3 1.00 1.00 3.000 1.00 1.00 1.00
*(36)BASIC LOADS AT EAVE:
* Seis_Coeff Seis_Load Torsion_Forces
* Frame Brace Frame Brace Wind Seismic
0.0495 0.1387 0.05 0.14 0.00 0.00
* (37)WIND PRESSURE/SUCTION:
*
* Wind Wind
* Press Suct
5.0 -5.0 . . Column
5.0 -5.0 . . Girt/Header
5.0 -5.0 . . Jamb
5.0 -5.0 . . Panel
5.0 -5.0 . . Parapet Girt
* (38)WIND COEFFICIENTS:
* Surf Rafter Wind 1 Rafter_Wind_2 Bracing Wind Long Surface
* Id Left Right Left Right Left Right Wind Friction
1 0.00 0.00 0.00 0.00 0.42 -0.60 0.00 0.00
2 -1.23 -0.70 -0.87 -0.34 -1.23 -0.70 -1.23 0.00
3 -0.70 -1.23 -0.34 -0.87 -0.70 -1.23 -1.23 0.00
4 0.00 0.00 0.00 0.00 -0.60 0.42 0.00 0.00
*(39)COLUMN & BRACING DESIGN LOADS:
*
*Load Snow/ Rafter_Wind Brace_Wind Long Column_Wind Aux Load
*No Id Dead Coll Live Left Right Left Right Wind Press Suct Seis Id Coef
22 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00
3 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00
4 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00
5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00
6 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00
7 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00
8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00
9 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00
10 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00
11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00
12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00
13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
14 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
15 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
16 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
17 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
18 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00
19 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00
20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00
21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00
22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00
....WL rage
* (40)COLUMN & BRACING DESIGN LOADS: Deflection
*Load Snow/ Rafter Wind Brace Wind Long Column_Wind Aux Load
*No Id Dead Coll Live Left Right Left Right Wind Press Suct Seis Id Coef
12 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
2 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00
3 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00
4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00
5 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00
6 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00
7 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00
8 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00
9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00
10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00
11 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00
12 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00
* (41)RAFTER DESIGN LOADS:
*
* No. Load Snow/ Rafter_Wind_1 Rafter_Wind2 Long Aux Load
*Load Id Dead Collat Live Left Right Left Right Wind Seis Id Coef
20 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
2 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00
3 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00
4 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00
5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00
6 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00
7 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00
8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00
9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00
10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00
11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
12 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
13 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
14 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00
15 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00
16 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00
17 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00
18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00
19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00
20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00
* (42)RAFTER DESIGN LOADS: Deflection
*
* No. Load Snow/ Rafter_Wind_1 Rafter_Wind2 Long Aux Load
*Load Id Dead Collat Live Left Right Left Right Wind Seis Id Coef
10 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
2 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00
3 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00
4 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00
5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00
6 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00
7 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00
8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00
9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00
10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00
* (43)AUXILIARY LOADS:
* No. Aux Aux No._Add Add_Load
* Aux Id Name Combs Id Coef
- -- ---- rage o
0
*(44)ADDITIONAL LOADS:
* No. Add Surf Basic Load FX FY M X Y . .Conc
* Add Id Id Load Type W1 W2 Co DL1 DL2 . .Unif
0
*(45)GIRT LAPS:
*
* Data Set 1 Set 2 Set_3
* Opt Sets Left Right Quan Left Right Quan Left Right Quan
'-' 0
*(46)GIRT STRAPS:
* Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4---
*Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan
'-' 0
* Code file used was EW IBC.00
14888 Endwall Design Code 6/14/05 2:45pm
STRUCTURAL CODE:
Design Basis : WS
Hot Rolled Steel : AISC89
Cold Formed Steel : NAUS01
BUILDING CODE:
Wind Code : IBC
Year : 00
Seismic Zone : C
MODULUS OF ELASTICITY
Hot Rolled Steel : 29000 (ksi )
Cold Formed Steel : 29500 (ksi )
14888 Column & Rafter Design 6/14/05 2:45pm
MEMBER SIZES:
Member Member Member ---Web_Size-- -Flange_Size- Member Member
Id Locate Size Depth Thick Width Thick Length Weight
Col-1 0.0 4X25C16 4.00 16ga 2.50 16ga 8.2 16.4
Col-2 10.0 4D16 4.00 16ga 5.00 16ga 8.6 34.4
Co1-3 20.0 16X30C19 16.00 0.046 3.00 0.046 8.2 35.3
Raf-1 8X35C13 8.00 13ga 3.44 13ga 10.0 52.5
Raf-2 8X35C13 8.00 13ga 3.44 13ga 10.0 52.5
Total= 191.20
DESIGN ACTIONS/STRESSES:
- -- ---- rage/
-Axial (k ) - --Shear(k ) -- Moment(f-k )
Mem Load Design Allow Design Allow Design Allow
Id Id Load Load Load Load Load Load
Col-1 1 3.39 7.60 -0.07 4.30 0.56 1.70
Col-1 2 3.39 7.60 -0.07 4.30 0.56 1.70
Col-1 3 2.02 7.60 -0.04 4.30 0.33 1.70
Col-1 4 2.26 7.60 -0.05 4.30 0.37 1.70
Col-1 5 2.02 7.60 -0.04 4.30 0.33 1.70
Col-1 6 -0.68 19.43 0.01 4.30 -0.11 1.70
Col-1 7 -0.36 19.43 0.01 4.30 -0.06 1.70
Col-1 8 -0.68 19.43 0.01 4.30 -0.11 1.70
Col-1 9 0.67 7.60 -0.01 4.30 0.11 1.70
Col-1 10 0.67 7.60 -0.01 4.30 0.11 1.70
Col-1 11 0.08 7.60 0.00 4.30 0.01 1.70
Col-1 12 0.08 7.60 0.00 4.30 0.01 1.70
Col-1 13 0.14 7.60 0.00 4.30 0.02 1.70
Col-1 14 0.05 7.60 0.00 4.30 0.01 1.70
Co1-1 15 3.20 7.60 -0.07 4.30 0.53 1.70
Co1-1 16 -0.76 19.43 0.02 4.30 -0.13 1.70
Col-1 17 -0.43 19.43 0.01 4.30_ -0.07 1.70
Col-1 18 -0.76 19.43 0.02 4.30 -0.13 1.70
Co1-1 19 -0.43 19.43 0.01 4.30 -0.07 1.70
Col-1 20 -0.76 19.43 0.02 4.30 -0.13 1.70
Col-1 21 0.00 7.60 0.00 4.30 0.00 1.70
Co1-1 22 0.00 7.60 0.00 4.30 0.00 1.70
Co1-2 1 6.78 19.64 -0.13 8.60 1.12 3.48
Co1-2 2 6.78 19.64 -0.35 8.60 1.19 3.48
Co1-2 3 4.29 19.64 -0.08 8.60 0.71 3.48
Col-2 4 4.29 19.64 -0.08 8.60 0.71 3.48
Co1-2 5 4.04 19.64 -0.08 8.60 0.67 3.48
Col-2 6 -1.04 38.86 0.02 8.60 -0.17 3.46
Col-2 7 -1.04 38.86 0.02 8.60 -0.17 3.48
Col-2 8 -1.36 38.86 0.03 8.60 -0.23 3.48
Col-2 9 1.34 19.64 -0.03 8.60 0.22 3.48
Co1-2 10 1.34 19.64 -0.03 8.60 0.22 3.48
Co1-2 11 0.16 19.64 0.00 8.60 0.02 3.48
Co1-2 12 0.16 19.64 0.00 8.60 0.02 3.48
Co1-2 13 0.28 19.64 0.00 8.60 0.04 3.48
Col-2 14 0.10 19.64 0.00 8.60 0.02 3.48
Col-2 15 6.40 19.64 -0.12 8.60 1.07 3.48
Col-2 16 -1.19 38.86 0.02 8.60 -0.20 3.48
Co1-2 17 -1.19 38.86 0.02 8.60 -0.20 3.48
Col-2 18 -1.19 38.86 0.02 8.60 -0.20 3.48
Col-2 19 -1.19 38.86 0.02 8.60 -0.20 3.48
Co1-2 20 -1.51 38.86 0.03 8.60 -0.25 3.48
Col-2 21 0.00 38.86 0.00 8.60 0.00 3.48
Col-2 22 0.00 38.86 0.00 8.60 0.00 3.48
Co1-3 1 3.41 5.56 0.14 0.52 -1.12 7.45
Co1-3 2 3.41 5.56 0.14 0.52 -1.12 7.45
Col-3 3 2.28 5.56 0.09 0.52 -0.75 7.45
Co1-3 4 2.04 5.56 0.08 0.52 -0.67 7.45
Col-3 5 2.04 5.56 0.08 0.52 -0.67 7.45
Col-3 6 -0.36 41.83 -0.01 0.52 0.12 7.45
Co1-3 7 -0.68 41.83 -0.03 0.52 0.23 7.45
Col-3 8 -0.68 41.83 -0.03 0.52 0.23 7.45
Col-3 9 0.69 5.56 0.03 0.52 -0.22 7.45
Co1-3 10 0.69 5.56 0.03 0.52 -0.22 7.45
Col-3 11 0.10 5.56 0.00 0.52 -0.02 7.45
Co1-3 12 0.09 5.56 0.00 0.52 -0.02 7.45
Co1-3 13 0.16 5.56 0.00 0.52 -0.04 7.45
Col-3 14 0.05 5.56 0.00 0.52 -0.02 7.45
Col-3 15 3.20 5.56 0.13 0.52 -1.07 7.45
Co1-3 16 -0.43 41.83 -0.02 0.52 0.14 7.45
,,...._....., rages
Col-3 17 -0.76 41.83 -0.03 0.52 0.25 7.45
Col-3 18 -0.43 41.83 -0.02 0.52 0.14 7.45
Col-3 19 -0.76 41.83 -0.03 0.52 0.25 7.45
Co1-3 20 -0.76 41.83 -0.03 0.52 0.25 7.45
Co1-3 21 0.00 5.56 0.00 0.52 0.00 7.45
Col-3 22 0.00 5.56 0.00 0.52 0.00 7.45
Raf-1 1 0. 14 24.08 3.37 8.74 -8.43 8.35
Raf-1 2 -0.01 47.29 0.68 8.74 1.71 6.57
Raf-1 3 -0.02 47.29 -0.36 8.74 0.90 6.57
Raf-1 4 0.01 13.96 0.46 8.74 1.16 6.57
Raf-1 5 -0.01 47.29 -0.14 8.74 0.34 6.57
Raf-1 6 0.03 25.05 0.65 8.74 -1.63 8.35
Raf-1 7 0.08 24.08 0.65 8.74 -1.63 8.35
Raf-1 8 0.02 24.08 0.07 8.74 -0.18 8.35
Raf-1 9 0.05 24.08 0.07 8.74 -0.18 8.35
Raf-1 10 -0.03 47.29 0.68 8.74 1.71 6.57
Raf-1 11 0.01 24.08 0.12 8.74 -0.30 8.35
Raf-1 12 0.00 24.08 -0.05 8.74 -0.13 8.35
Raf-1 13 0.13 24.08 3.20 8.74 -8.00 8.35
Raf-1 14 0.00 47.29 0.76 8.74 1.89 6.57
Raf-1 15 -0.02 47.29 0.43 8.74_ 1.08 6.57
Raf-1 16 0.00 13.96 -0.54 8.74 1.34 6.57
Raf-1 17 -0.01 47.29 -0.21 8.74 0.52 6.57
Raf-1 18 -0.03 47.29 -0.76 8.74 1.89 6.57
Raf-1 19 0.03 22.38 0.00 8.74 0.00 8.35
Raf-1 20 0.05 13.96 0.00 8.74 0.00 6.57
Raf-2 1 0.14 24.08 3.37 8.74 -8.43 8.35
Raf-2 2 -0.02 47.29 -0.36 8.74 0.90 6.57
Raf-2 3 -0.01 47.29 -0.68 8.74 1.71 6.57
Raf-2 4 -0.01 47.29 0.14 8.74 0.34 6.57
Raf-2 5 0.01 13.96 -0.46 8.74 1.16 6.57
Raf-2 6 0.08 24.08 0.65 8.74 -1.63 8.35
Raf-2 7 0.03 24.08 0.65 8.74 -1.63 8.35
Raf-2 8 0.05 24.08 0.07 8.74 -0.18 8.35
Raf-2 9 0.02 22.38 0.07 8.74 -0.18 8.35
Raf-2 10 -0.03 47.29 -0.68 8.74 1.71 6.57
Raf-2 11 0.01 24.08 0.12 8.74 -0.30 8.35
Raf-2 12 0.00 24.08 0.05 8.74 -0.13 8.35
Raf-2 13 0.13 24.08 3.20 8.74 -8.00 8.35
Raf-2 14 -0.02 47.29 0.43 8.74 1.08 6.57
Raf-2 15 0.00 47.29 0.76 8.74 1.89 6.57
Raf-2 16 -0.01 47.29 0.21 8.74 0.52 6.57
Raf-2 17 0.00 13.96 -0.54 8.74 1.34 6.57
Raf-2 18 -0.03 47.29 -0.76 8.74 1.89 6.57
Raf-2 19 0.04 13.96 0.00 8.74 0.00 6.57
Raf-2 20 0.03 24.08 0.00 8.74 0.00 6.35
STRESS RATIO:
Mem Load
Id Id Axial Shear Moment Axl+Mom Shr+Mom Max UC
Col-1 1 0.45 0.02 0.33 0.82 0.82
Col-1 2 0.45 0.02 0.33 0.82 0.82
Co1-1 3 0.27 0.01 0.20 0.48 0.48
Col-1 4 0.30 0.01 0.22 0.54 0.54
Col-1 5 0.27 0.01 0.20 0.47 0.47
Col-1 6 0.04 0.00 0.07 0.07 0.07
Col-1 7 0.02 0.00 0.04 0.04 0.04
Col-1 8 0.04 0.00 0.07 0.07 0.07
Col-1 9 0.09 0.00 0.06 0.15 0.15
Col-1 10 0.09 0.00 0.06 0.15 0.15
Col-1 11 0.01 0.00 0.01 0.02 0.02
* S
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
QQQ o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
rh F'h FhM hh M M rh rh rrI rrrrI rr rrr 1-' F-' r r r F. F. F. F. F. r F. r P. F. F. P. F. r r F. P. P. P. r P. F. r P. P. r r P. r F. P. P. r P.
I I 1 I I I I I I 1 1 I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I
r N F"� N t✓ F"'' N N W W W W W W W W W W W W W W W W W W W N N N N N N N N N N N N N N N N N N N I--� r-• � r-� r r+ N r I� N F-.
N N N F. r r p. I-j p. I-` I. N N) N N F. r F' p. I. F. F. F' 1--+ I-' N N N /-' 1-+ I- h+ N I-' F. N
CO co J O> Cn .. W N r+ N P. O CO CO J o1 Ln ., W N P. O CO CO J of Ln ., Co N I. N I-• O lO CO J O\ Ln ., co N p. O l0 co J Ot Cn ,G W N F. N I. O lO W J 0l Ln ,a W
O o 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O O o 0 0 0 0 0 0 O O O O O O O Ln O O O O P. P. o 0 o W W a, IT 0n O O O O O O O W O O O O 0 0 0 O O N N N W W O O O 0 O O cD 4, o 0 0
O O O O O O O O I. I o 0 N N I-. N F. co p. co N N N N N N F. J J >. r F. 0 CD a, W W W W W F. 1-+ I. J J .a W co I) N N CPI Ln 0 0 .� N) ., N a N) N ,
O O O O O o 0 0 0 l O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O O O o 0 0 0 0 W I o 0 0 0 0 0 0 N O o 0 0 0 0 0 0 0 F. P. I. N N O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r.4 r J J N Ui ,a co CO l o o cn of W 01 W Ln O F. r I. Ln Ln Ln Ln W 0l of Co J J O O O O 0 0 0 I. O O o 0 0 0 0 0 0 P. P. P. ., N O O O O O O o N O O O
O O o 0 0 0 0 0 r O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O O I-+ N O r N N) O O O O O O O O P. O CO O O O O O O O O 0 I. P. O O O O O O O W O CO O 0 0 0 0 O O P. N N) W W 0 0 0 0 0 0 0 W O O O N N co O Ln co 4, 01 I. O O W W N W N .A O P. o O W W W W N 1.0 O In Cn O O J 0\ 01 01 IT I. O F+ I. I. of ol J In Ln CO O O .G N O O J a, J a. J I) O F) ,)
*
O O O O O O O O O O O O O O O O O O 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
O O r r O F-' F-+ N co O O O O O O O J O O O O F' N o 0 0 ., a. Ln J J 0 0 0 0 O O O 01 O O O O P. F-+ O O O ., J> .D J J O O O O O O O J O O o N N J J Ln Ln ., 01 01 O O W W N W N N I. W N N Ln Ln W W N Ln Cn p. 01 01 O O J of of 0\ oN CO I-. N r I. W W J Ln UI I. ., a 4, N O O J .. J a, J 00 p. W N
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0, 0 0 o O o 0 0 0 0 0 0 0 0
0
N N P. r W F. 0 0 O co O O O O W W Cp W
O o 0 0 0 0 0 0 F-' O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1O O O O O O O O O O O O O O O O O O O O O O
O O I. N O I. I. N O O O O O O O O J O O O O N I. O O O .. a, Cn J J O O O o 0 0 0 01 O O O O I. P. O O O a. a, 4. J J O O O O O O O J O 0 N N CO O Ln 00 .a on r o O 01 01 W 01 Co N 1-, W N N Cn In Ln Cn CO Ln Cn r on 0\ O O J on of 0n of CO F+ N r F. W Co J Cn Cn .n 4, .P N co O J aA J .A J CO F. W N
nl
00
rage iv
Raf-1 10 0.00 0.08 0.26 0.26 0.03 0.26
Raf-1 11 0.00 0.01 0.04 0.03 0.04
Raf-1 12 0.00 0.01 0.01 0.01 0.01
Raf-1 13 0.01 0.37 0.96 0.81 0.55 0.96
Raf-1 14 0.00 0.09 0.29 0.29 0.03 0.29
Raf-1 15 0.00 0.05 0.16 0.16 0.01 0.16
Raf-1 16 0.00 0.06 0.20 0. 17 0.02 0.20
Raf-1 17 0.00 0.02 0.08 0.08 0.08
Raf-1 18 0.00 0.09 0.29 0.29 0.03 0.29
Raf-1 19 0.00 0.00 0.00 0.00 0.00
Raf-1 20 0.00 0.00 0.00 0.00 0.00
* Raf-2 1 0.01 0.39 1.01* 0.86 0.61 1.01*
Raf-2 2 0.00 0.04 0.14 0.14 0.01 0.14
Raf-2 3 0.00 0.08 0.26 0.26 0.03 0.26
Raf-2 4 0.00 0.02 0.05 0.05 0.05
Raf-2 5 0.00 0.05 0.16 0.15 0.01 0.18
Raf-2 6 0.00 0.07 0.19 0.17 0.02 0.19
Raf-2 7 0.00 0.07 0.20 0.17 0.02 0.20
Raf-2 8 0.00 0.01 0.02 0.02 0.02
Raf-2 9 0.00 0.01 0.02 0.02 0.02
Raf-2 10 0.00 0.08 0.26 0.26 0.03 0.26
Raf-2 11 0.00 0.01 0.04 0.03 0.04
Raf-2 12 0.00 0.01 0.01 0.01 0.01
Raf-2 13 0.01 0.37 0.96 0.96 0.55 0.96
Raf-2 14 0.00 0.05 0.16 0.16 0.01 0.16
Raf-2 15 0.00 0.09 0.29 0.29 0.03 0.29
Raf-2 16 0.00 0.02 0.08 0.08 0.08
Raf-2 17 0.00 0.06 0.20 0.17 0.02 0.20
Raf-2 18 0.00 0.09 0.29 0.29 0.03 0.29
Raf-2 19 0.00 0.00 0.00 0.00 0.00
Raf-2 20 0.00 0.00 0.00 0.00 0.00
MEMBER DEFLECTIONS/COLUMN REACTIONS:
Mem Load Deflection(in) Reaction(k )
Id Id Calc Allow Horz(OP) Vert Horz(IP)
Col-1 1 0.00 0.07 3.39 0.00
Col-1 2 0.00 0.07 3.39 0.00
Col-1 3 0.00 0.04 2.02 0.00
Col-1 4 0.00 0.05 2.26 0.00
Col-1 5 0.00 0.04 2.02 0.00
Col-1 6 0.00 -0.01 -0.67 0.00
Col-1 7 0.00 -0.01 -0.35 0.00
Col-1 8 0.00 -0.01 -0.68 0.00
Col-1 9 0.00 0.01 0.67 0.00
Col-1 10 0.00 0.01 0.67 0.00
Col-1 11 0.00 0.00 0.08 0.00
Col-1 12 0.00 0.00 0.08 0.00
Col-1 13 0.00 0.00 0.14 0.00
Col-1 14 0.00 0.00 0.05 0.00
Col-1 15 0.00 0.07 3.20 0.00
Col-1 16 0.00 -0.02 -0.76 0.00
Col-1 17 0.00 -0.01 -0.43 0.00
Col-1 18 0.00 -0.02 -0.76 0.00
Col-1 19 0.00 -0.01 -0.43 0.00
Col-1 20 0.00 -0.02 -0.76 0.00
Col-1 21 0.00 0.00 0.00 0.00
Col-1 22 0.00 0.00 0.00 0.00
Col-2 1 0.00 0.13 6.78 0.00
Col-2 2 0.07 0.35 6.78 0.00
Col-2 3 0.00 0.08 4.29 0.00
Col-2 4 0.00 0.08 4.29 0.00
Col-2 5 0.00 0.08 4.04 0.00
_._-.__._ ......b.a Page II
Col-2 6 0.00 -0.02 -1.02 0.00
Col-2 7 0.00 -0.02 -1.02 0.00
Col-2 8 0.00 -0.03 -1.34 0.00
Co1-2 9 0.00 0.03 1.34 0.00
Co1-2 10 0.00 0.03 1.34 0.00
Co1-2 11 0.00 0.00 0.16 0.00
Col-2 12 0.00 0.00 0.16 0.00
Col-2 13 0.00 0.00 0.28 0.00
Co1-2 14 0.00 0.00 0.10 0.00
Col-2 15 0.00 0.12 6.40 0.00
Col-2 16 0.00 -0.02 -1.19 0.00
Col-2 17 0.00 -0.02 -1.19 0.00
Co1-2 18 0.00 -0.02 -1.19 0.00
Col-2 19 0.00 -0.02 -1.19 0.00
Col-2 20 0.00 -0.03 -1.51 0.00
Co1-2 21 0.00 0.00 0.00 0.00
Col-2 22 0.00 0.00 0.00 0.00
Co1-3 1 0.00 -0.14 3.41 0.00
Col-3 2 0.00 -0.14 3.41 0.00
Col-3 3 0.00 -0.09 2.28 0.00
Co1-3 4 0.00 -0.08 2.04 0.00
Col-3 5 0.00 -0.08 2.04 0.00_
Co1-3 6 0.00 0.01 -0.34 0.00
Co1-3 7 0.00 0.03 -0.66 0.00
Col-3 8 0.00 0.03 -0.66 0.00
Co1-3 9 0.00 -0.03 0.69 0.00
Col-3 10 0.00 -0.03 0.69 0.00
Col-3 11 0.00 0.00 0.10 0.00
Co1-3 12 0.00 0.00 0.09 0.00
Co1-3 13 0.00 0.00 0.16 0.00
Col-3 14 0.00 0.00 0.05 0.00
Co1-3 15 0.00 -0.13 3.20 0.00
Co1-3 16 0.00 0.02 -0.43 0.00
Col-3 17 0.00 0.03 -0.76 0.00
Co1-3 18 0.00 0.02 -0.43 0.00
Col-3 19 0.00 0.03 -0.76 0.00
Col-3 20 0.00 0.03 -0.76 0.00
Co1-3 21 0.00 0.00 0.00 0.00
Co1-3 22 0.00 0.00 0.00 0.00
Raf-1 1 -0.36
Raf-1 2 0.07
Raf-1 3 0.04
Raf-1 4 0.05
Raf-1 5 0.01
Raf-1 6 -0.07
Raf-1 7 -0.07
Raf-1 8 -0.01
Raf-1 9 -0.01
Raf-1 10 0.07
Raf-1 11 -0.01
Raf-1 12 -0.01
Raf-1 13 -0.34
Raf-1 14 0.08
Raf-1 15 0.05
Raf-1 16 0.06
Raf-1 17 0.02
Raf-1 18 0.08
Raf-1 19 0.00
Raf-1 20 0.00
Raf-2 1 -0.36
Raf-2 2 0.04
Raf-2 3 0.07
Raf-2 4 0.01
Raf-2 5 0.05
WX.W.,,,.,., crr.uut rage l2
Raf-2 6 -0.07
Raf-2 7 -0.07
Raf-2 8 -0.01
Raf-2 9 -0.01
Raf-2 10 0.07
Raf-2 11 -0.01
Raf-2 12 -0.01
Raf-2 13 -0.34
Raf-2 14 0.05
Raf-2 15 0.08
Raf-2 16 0.02
Raf-2 17 0.06
Raf-2 18 0.08
Raf-2 19 0.00
Raf-2 20 0.00
COLUMN MEMBER DEFLECTIONS:
Mem Load Deflection(in)
Id Id Calc Allow
Col-1 23 0.00 0.82
Col-1 24 0.00 0.82
Col-1 25 0.00 0.82
Col-1 26 0.00 0.82
Col-1 27 0.00 0.82
Col-1 28 0.00 0.82
Col-1 29 0.00 0.82
Col-1 30 0.00 0.82
Col-1 31 0.00 0.82
Col-1 32 0.00 0.82
Col-1 33 0.00 0.82
Col-1 34 0.00 0.82
Col-2 23 0.00 0.86
Col-2 24 0.07 0.86
Col-2 25 0.07 0.86
Col-2 26 -0.07 0.86
Col-2 27 0.07 0.86
Col-2 28 0.07 0.86
Col-2 29 0.00 0.86
Col-2 30 0.00 0.86
Col-2 31 0.00 0.86
Col-2 32 0.00 0.86
Col-2 33 0.00 0.86
Col-2 34 0.00 0.86
Col-3 23 0.00 0.82
Col-3 24 0.00 0.82
Col-3 25 0.00 0.82
Col-3 26 0.00 0.82
Col-3 27 0.00 0.82
Col-3 28 0.00 0.82
Col-3 29 0.00 0.82
Col-3 30 0.00 0.82
Col-3 31 0.00 0.82
Col-3 32 0.00 0.82
Col-3 33 0.00 0.82
Col-3 34 0.00 0.82
RAFTER MEMBER DEFLECTIONS:
Mem Load Deflection(in)
Id Id Calc Allow
Raf-1 21 -0.36 0.67
Raf-1 22 0.07 0.67
Raf-1 23 0.04 0.67
Raf-1 24 0.05 0.67
Raf-1 25 0.01 0.67
Raf-1 26 -0.36 0.67
Raf-1 27 -0.36 0.67
Raf-1 28 -0.01 0.67
Raf-1 29 -0.01 0.67
Raf-1 30 0.07 0.67
Raf-2 21 -0.36 0.67
Raf-2 22 0.04 0.67
Raf-2 23 0.07 0.67
Raf-2 24 0.01 0.67
Raf-2 25 0.05 0.67
Raf-2 26 -0.36 0.67
Raf-2 27 -0.36 0.67
Raf-2 28 -0.01 0.67
Raf-2 29 -0.01 0.67
Raf-2 30 0.07 0.67
*Warning: Unity Check/Deflection Over Limit
14888 Rafter Splice Report 6/14/05 2:45pm
Splice -Surface- ---Plate--- Design Load---- ----Bolts(A325 )----
Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage
1 S7 3 0.0 0.0 0.000 26 0.1 3.4 0.0 0 0.000 0.00 0.00
14888 Base Plate & Anchor Bolt Design 6/14/05 2:45pm
Column_Base Max_Reactions(k ) Plate_Size(in)-- -Bolts(A36 )-
Id Depth Comp Tens Shear Width Length Thick Row Diam Gage
Col-1 4.0 3.4 -0.8 0.1 2 0.750 3.00
Col-2 4.0 6.8 -1.5 0.3 2 0.750 0.00
Col-3 16.0 3.4 -0.8 0.1 2 0.750 3.00
14888 Flush Girt Design Report 6/14/05 2:45pm
GIRT LOCATION:
Bay No. Girt Id
Id Girt 1
1 1 4.250
2 1 4.250
GIRT SPAN:
Bay No. Girt Id
Id Girt 1
1 1 9.333
L...UUI rage 14
2 1 9.292
GIRT SIZE:
Bay No. Girt Id
Id Girt 1
1 1 4X25C16
2 1 4X25C16
GIRT INSIDE FLANGE BRACE:
No._Brace/Bay
1 2
0 0
GIRT ACTIONS:
Bay Girt Ld --Shear(k )--- --Moment(f-k )-- ---Deflect(in)--
Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC
1 1 WP 0.10 4.30 0.02 -0.23 1.74 0.13 -0.08 0.93 0.08
WS -0.10 4.30 0.02 0.23 1.22 0.19 0.08 0.93 0.08
2 1 WP -0.10 4.30 0.02 -0.23 1.74 0.13 -0.08 0.93 0.08
WS 0.10 4.30 0.02 0.17 1.22 0.14 0.08 0.93 0.08
14888 Endwall Diagonal Bracing Summary 6/14/05 2:45pm
PANEL SHEAR WITH NO BRACING:
Panel Shear
Allow = 44.9
Calc = 26.7
BRACING NOT REQUIRED
14888 Wall Panel Report 6/14/05 2:45pm
PANEL DATA:
Bay Part Type Gage Yield
1 R-29 R 29.00 80.0
MOMENTS & DEFLECTION:
Moment(ft-lb/ft)
Span Span LD Support Midspan ---Deflect(in)--
Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC
1 4.25 WP 11.6 105.2 0.11 -6.2 72.1 0.09 -0.02 0.43 0.05
WS -11.6 72.1 0.16 6.2 105.2 0.06 0.02 0.43 0.05
2 4.36 WP 11.6 105.2 0.11 -6.8 72.1 0.09 -0.02 0.44 0.05
WS -11.6 72.1 0.16 6.8 105.2 0.06 0.02 0.44 0.05
rage t�
14888 Endwall Design Warning Report 6/14/05 2:45pm
WARNING: Column/Rafter
Moment : Calc > Allowable
14888 Endwall Weight Summary 6/14/05 2:45pm
FORCED SPACING: (Design warnings occured)
Total Column Weight = 86.11
Total Rafter Weight = 105.09
Total Girt Weight = 37.44
Total Door Jamb Weight = 0.00
Total Bracing Weight = 0.00
Total Clips Weight = 26.40
Total Endwall Weight = 255.04
ENDWALL DESIGN
DESIGN OF FRAME TYPE C AND C 1
_______ rages
*
*14888 Endwall Design Input 6/ 1/05 10:56am
*
*
************************
* DESIGN OF FRAME TYPE *
* C AND Cl
************************
*
*(1)JOBID:
'14888'
* (2)PROGRAM OPTIONS:
* EW Run Run Run Run No. Lap
* Id Col/Raf Girt Brace Panel Cycle Stiff
'L' 'Y' 'Y' 'Y' 'Y' 4 1.00
* (3)DESIGN CODE:
*
*Design ---Steel_Code--- ---Build--- Seismic
* Code Cold Hot Country Code Year Zone
'WS' 'NAUS01' 'AISC89' '----' 'IBC ' '00' 'C '
* (4)DESIGN CONSTANTS: Wind
* Steel_Yield(ksi ) ---Stress Ratio--- Strength
* Web Flg C_Sec W_Sec R_Sec U_Sec EP Panel Col/Raf Girt Panel Factor
55.0 55.0 55.0 55.0 50.0 36.0 55.0 80.0 1.00 1.00 1.00 1.0000
* (5)DEFLECTION LIMITS:
* Rafter ---Girt--- --Panel--- Part Wind
* Live Wind Total Column Wall Facia Wall Facia Wall Bent
180. 180. 0. 120. 120. 0. 120. 0. 120. 60.
* (6)REPORTS:
* Input Column Wall Door Wall Cable
* Echo Rafter Girt Jamb Panel Brace
'I' 'Y' '2' 'Y' 'Y' 'Y'
* (7)BUILDING TYPE:
* Build Build Build Expand EW
* Type Width Length Use Offset
'FF-' 20.0000 135.0000 'N :-' 14.00
* (8)SURFACE SHAPE:
* No. X_Coord Y_Coord Offset
* Surf (ft) (ft) (in)
4 0.0000 8.5000 4.000
10.0000 8.9167 6.000
20.0000 8.5000 6.000
20.0000 0.0000 4.000
* FRAME LW=10, OFFSET=0
*
* (9)BAY SPACING:
*No.Roof Roof Frame Sets_Of Bay No.
* Bay Bay Recess Bays Width Bays
14 20.0000 0.0000 1 5.0000 4
* (10)FRAMED OPENINGS:
* No. Bay Open Open Open Open Sill Base Set Member Remove
Ialec
* Open Id Width Height Offset Type Height Elev Depth Select Panel
0
*(11)WIDE OPENING LAYOUT:
*----Open--- Bay_Id --Clear_Opening-- Wedge Stub Column Total
*No. Id Type St End Width Height Height Elev Mount Weight
0
*(12)WIDE OPENING AND STRUT FRAMING:
*-Open- Door Jamb Stub Head Back Brace Strut -Header Beam- Deflection
*No. Id Type F1gWid FlgThk Type Type Type Loc Type Type Max_Spc Horz Vert
0
* (13)PARTIAL WALLS:
* Set_Of Base Full --Bay_Id-- Wall
* Bays Type Load Start End Height
0
*(14)COLUMNS:
* --Left_Corner-- -Right_Corner-- -Int_Facia-- Int_No_Facia Max_UnBr Base
R* TypeRot Depth Type Rot Depth Type Depth Type Dpth Same Length Elev
* (in) (in) (in) (in) Dep (ft) (in)
'C ' '-' 16.00 'C ' '-' 16.00 'C ' 4.00 'C ' 4.00 'N' 38.000 0.000
*(15)COLUMN SIZE:
* Set No. Column
* Member Column Size
'N'
* (16)RAFTERS:
* Rafter Set Rafter Flange
* Select Depth Same Brace
'C ' 8.000 'Y' 'N'
*(17)RAFTERS SIZE:
* Set No. Rafter
* Member Rafter Size
'N'
*(18)RAFTER SPLICES:
* Surf No. Splice Splice
* Id Splice Loc Type
2 0
3 1 0.0000 'S7'
*(19)GIRT DESIGN:
*Girt Flg_Brace Set Set Max Girt To One Girt Max Unbr
*Type Out In Offset Project Depth Lap Space Rafter Depth/Bay Length
'CF' 'C' 'N' 0.000 0.000 4.000 0.0000 7.4167 'N' 'Y' 6.2500
* (20)GIRT LOCATION:
* Set No. Girt
* Loc Girt Location
'Y' 1 4.2500
* (21)SPECIAL GIRT:
* Sets Of --Bay_Id-- Girt Girt Girt
* Girts Start End Height Type Rotate
0
*(22)ROOF PURLINS:
*Surf Surf No. Peak Set_Of Set Space
_ ... _ ... ., rage o
* Id Ext Purlin Space Space Space No.
2 0.000 3 0.001 2 3.335 1
3.336 2
3 0.000 2 3.336 1 3.336 3
* (23)PANELS/RF COLUMNS:
* Wall Insulation RF_Interior_Columns
* Panel Use Thick No. Locate
'R-29 'N' 4.000 0
* (24)WIND FRAMING SELECTION:
* Order_Of_Selection
* Panel Diagonal Wind Wind
* Shear Bracing Bent Column
'Y' 'N' 'N' 'N'
* (25)WALL BRACING:
* Wind Brace No. Bay Specified
* Shear Type Specified Bays_For_Bracing
44.9 'C ' 0
* (26)WIND BENTS:
* --Member-- No.
* Type Depth Bay Bay_Id
0.00 0
* (27)WIND COLUMNS:
* --Member-- No. Left/
* Type Depth Bay Bay_Id Right
'-' 0.00 0
* (28)WALL BRACING ATTACHMENT
* No. Attach --Bay_Id-- No.
*Attach Id Start End Level Level_Height
0
* (29)EAVE EXTENSION:
*Wall No. Ext -Bay_Id-- -Edge_Extend- Ext
*Id Ext Id Start End Height Width Slope Left Right Mount
2 0
4 0
* (30)CANOPY:
*Wall No. Ext -Bay_Id-- -Edge_Extend- Ext
*Id Ext Id Start End Height Width Slope Left Right Mount
1 0
2 0
4 0
* (31)FACIA/PARAPET .
*
*Wall No. Ext Fac Bay_Id ----Attach Beam---- ---Facia/Parapet--- Edge Extend Ext
* Id Ext Id Type St End Height Width Slope Elev Height Slope Left Right Mnt
* (C,E) (ft) (ft) (?:12 ) (ft) (ft) (?:12 ) (ft) (ft)
1 0
2 0
4 0
* (32)FACIA/PARAPET GIRTS:
*
*Ext ----Top---- --Interior- ---Back Panel--- Angle
6/14/20U5 EwDes-L.out Page 4
*Id Type Rotate Type Rotate Part Rotate Spacing
* (33)ADJACENT BUILDING:
*
*Wall No. Ext -Bay Id-- -Edge_Extend- Ext
*Id Ext Id Start End Height Width Slope Left Right Mount
2 0
4 0
* (34)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING:
*
*
*Ext Ext_Beam Facia/Parapet Facia/Parapet_Girt
*Id Dead Collat Live Press Suct Press Suct Press Suct
* (35)BASIC LOADS:
* Edge_Strip_Ratio
* Dead Collat Live Snow Basic Wind_Load_Ratio Zone Col/
* Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb
1.8 1.0 20.0 64.0 12.3 1.00 1.00 3.000 1.07 1.23 1.07
* (36)BASIC LOADS AT EAVE:* Seis_Coeff Seis_Load Torsion Forces
* Frame Brace Frame Brace Wind Seismic
0.0495 0.1387 0.05 0.15 0.00 0.00
*
* INTERNAL WALL PRESSURE
*
*(37)WIND PRESSURE/SUCTION:
*
* Wind Wind
* Press Suct
5.0 -5.0 . . Column
5.0 -5.0 . . Girt/Header
5.0 -5.0 . . Jamb
5.0 -5.0 . . Panel
5.0 -5.0 . . Parapet Girt
*(38)WIND COEFFICIENTS:
* Surf Rafter_Wind_1 Rafter_Wind_2 Bracing Wind Long Surface
* Id Left Right Left Right Left Right Wind Friction
1 0.00 0.00 0.00 0.00 0.42 -0.60 0.00 0.00
2 -1.23 -0.70 -0.87 -0.34 -1.23 -0.70 -1.23 0.00
3 -0.70 -1.23 -0.34 -0.87 -0.70 -1.23 -1.23 0.00
4 0.00 0.00 0.00 0.00 -0.60 0.42 0.00 0.00
*
* COLUMN PRESSURE AND SUCTION IS APPLIED AS A LIVE LOAD
*
*(39)COLUMN & BRACING DESIGN LOADS:
*
*Load Snow/ Rafter Wind Brace Wind Long Column_Wind Aux Load
*No Id Dead Coll Live Left Right Left Right Wind Press Suct Seis Id Coef
39 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00
2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00
3 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0 0.00
4 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00
5 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0 0.00
6 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00
7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00
8 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
9 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00
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6/14/2005 EwDes-L.out Page 7
*
* Data Set 1 Set_2 Set_3
* Opt Sets Left Right Quan Left Right Quan Left Right Quan
'-' 0
*(46)GIRT STRAPS:
*
* Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4---
*Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan
'-' 0
* Code file used was EW IBC.00
14888 Endwall Design Code 6/ 2/05 1:48pm
STRUCTURAL CODE:
Design Basis : WS
Hot Rolled Steel : AISC89
Cold Formed Steel : NAUS01
BUILDING CODE:
Wind Code : IBC
Year : 00
Seismic Zone : C
MODULUS OF ELASTICITY
Hot Rolled Steel : 29000 (ksi )
Cold Formed Steel : 29500 (ksi )
14888 Column & Rafter Design 6/ 2/05 1:48pm
MEMBER SIZES:
Member Member Member ---Web_Size-- -Flange_Size- Member Member
Id Locate Size Depth Thick Width Thick Length Weight
Co1-1 0.3 16X30C19 16.00 0.046 3.00 0.046 7.7 33.2
Col-2 5.0 4X25C16 4.00 16ga 2.50 16ga 7.9 15.8
Col-3 10.0 4X25C16 4.00 16ga 2.50 16ga 8.1 16.2
Col-4 15.0 4X25C16 4.00 16ga 2.50 16ga 7.9 15.8
Co1-5 19.7 16X30C19 16.00 0.046 3.00 0.046 7.7 33.2
Raf-1 8X35C16 8.00 16ga 3.44 16ga 10.0 35.9
Raf-2 8X35C16 8.00 16ga 3.44 16ga 10.0 35.9
Total= 186.12
DESIGN ACTIONS/STRESSES:
-Axial(k ) - --Shear(k ) -- Moment(f-k )
Mem Load Design Allow Design Allow Design Allow
Id Id Load Load Load Load Load Load
Col-1 1 1.40 5.56 0.06 0.52 -0.45 7.45
Col-1 2 1.40 5.56 0.06 0.52 -0.45 7.45
Co1-1 3 0.84 5.56 0.04 0.52 -0.27 7.45
Co1-1 4 0.84 5.56 0.04 0.52 -0.27 7.45
Col-1 5 0.94 5.56 0.04 0.52 -0.30 7.45
6/14/2005 EwDes-L.out Page 8
Co1-1 6 0.94 5.56 0.04 0.52 -0.30 7.45
Co1-1 7 -0.28 41.83 -0.01 0.52 0.09 7.45
Co1-1 8 -0.28 41.83 -0.01 0.52 0.09 7.45
Col-1 9 -0.15 41.83 -0.01 0.52 0.05 7.45
Co1-1 10 0.29 5.56 0.01 0.52 -0.09 7.45
Col-1 11 0.29 5.56 0.01 0.52 -0.09 7.45
Col-1 12 0.05 5.56 0.00 0.52 -0.01 7.45
Co1-1 13 0.05 5.56 0.00 0.52 -0.01 7.45
Col-1 14 1.40 5.56 0.06 0.52 -0.45 7.45
Co1-1 15 0.64 5.56 0.03 0.52 -0.20 7.45
Col-1 16 0.75 5.56 0.03 0.52 -0.24 7.45
Col-1 17 1.51 5.56 0.06 0.52 -0.49 7.45
Co1-1 18 0.75 5.56 0.03 0.52 -0.24 7.45
Co1-1 19 0.64 5.56 0.03 0.52 -0.20 7.45
Co1-1 20 1.40 5.56 0.06 0.52 -0.45 7.45
Col-1 21 -0.28 41.83 -0.01 0.52 0.09 7.45
Co1-1 22 -0.15 41.83 -0.01 0.52 0.05 7.45
Col-1 23 0.08 5.56 0.00 0.52 -0.01 7.45
Co1-1 24 0.02 5.56 0.00 0.52 -0.01 7.45
Col-1 25 1.30 5.56 0.06 0.52 -0.43 7.45
Col-1 26 -0.31 41.83 -0.01 0.52 0.10 7.45
Col-1 27 -0.18 41.83 -0.01 0.52 0.06 7.45
Co1-1 28 -0.31 41.83 -0.01 0.52 0.10 7.45
Col-1 29 -0.18 41.83 -0.01 0.52 0.06 7.45
Col-1 30 -0.31 41.83 -0.01 0.52 0.10 7.45
Co1-1 31 0.00 5.56 0.00 0.52 0.00 7.45
Col-1 32 0.00 5.56 0.00 0.52 0.00 7.45
Col-1 33 1.30 5.56 0.06 0.52 -0.43 7.45
Co1-1 34 0.54 5.56 0.02 0.52 -0.18 7.45
Col-1 35 0.65 5.56 0.03 0.52 -0.22 7.45
Col-1 36 1.41 5.56 0.06 0.52 -0.47 7.45
Col-1 37 0.65 5.56 0.03 0.52 -0.22 7.45
Co1-1 38 0.54 5.56 0.02 0.52 -0.18 7.45
Co1-1 39 1.30 5.56 0.06 0.52 -0.43 7.45
Col-2 1 4.07 7.67 -0.18 4.30 0.68 1.70
Co1-2 2 4.07 7.67 -0.18 4.30 0.68 1.70
Co1-2 3 2.42 7.67 -0.12 4.30 0.40 1.70
Col-2 4 2.42 7.67 -0.12 4.30 0.41 1.70
Col-2 5 2.71 7.67 -0.13 4.30 0.45 1.70
Col-2 6 2.71 7.67 -0.13 4.30 0.45 1.70
Co1-2 7 -0.84 19.43 0.02 4.30 -0.14 1.70
Col-2 8 -0.84 19.43 0.02 4.30 -0.14 1.70
Col-2 9 -0.44 19.43 0.01 4.30 -0.07 1.70
Col-2 10 0.79 7.67 -0.02 4.30 0.13 1.70
Col-2 11 0.78 7.67 -0.02 4.30 0.13 1.70
Co1-2 12 0.09 7.67 0.00 4.30 0.01 1.70
Col-2 13 0.09 7.67 0.00 4.30 0.01 1.70
Col-2 14 4.07 7.67 -0.18 4.30 0.68 1.70
Col-2 15 3.15 7.67 -0.16 4.30 0.53 1.70
Col-2 16 2.14 7.67 -0.14 4.30 0.41 1.70
Co1-2 17 3.06 7.67 -0.16 4.30 0.52 1.70
Col-2 18 2.14 7.67 -0.14 4.30 0.41 1.70
Col-2 19 3.15 7.67 -0.16 4.30 0.53 1.70
Col-2 20 4.07 7.67 -0.18 4.30 0.68 1.70
Col-2 21 -0.84 19.43 0.02 4.30 -0.14 1.70
Col-2 22 -0.44 19.43 0.01 4.30 -0.07 1.70
Co1-2 23 0.15 7.67 0.00 4.30 0.02 1.70
Col-2 24 0.06 7.67 0.00 4.30 0.01 1.70
Col-2 25 3.86 7.67 -0.08 4.30 0.64 1.70
Col-2 26 -0.91 19.43 0.02 4.30 -0.15 1.70
Co1-2 27 -0.52 19.43 0.01 4.30 -0.09 1.70
Co1-2 28 -0.91 19.43 0.02 4.30 -0.15 1.70
Co1-2 29 -0.52 19.43 0.01 4.30 -0.09 1.70
Co1-2 30 -0.91 19.43 0.02 4.30 -0.15 1.70
Col-2 31 0.00 7.67 0.00 4.30 0.00 1.70
6/14/2005 EwDes-L.out Page 9
Co1-2 32 0.00 19.43 0.00 4.30 0.00 1.70
Co1-2 33 3.86 7.67 -0.08 4.30 0.64 1.70
Co1-2 34 2.94 7.67 -0.06 4.30 0.49 1.70
Co1-2 35 1.93 7.67 -0.04 4.30 0.32 1.70
Co1-2 36 2.85 7.67 -0.06 4.30 0.48 1.70
Co1-2 37 1.93 7.67 -0.04 4.30 0.32 1.70
Co1-2 38 2.94 7.67 -0.06 4.30 0.49 1.70
Co1-2 39 3.86 7.67 -0.08 4.30 0.64 1.70
Co1-3 1 2.62 7.62 -0.15 4.30 0.43 1.70
Co1-3 2 2.62 7.62 -0.15 4.30 0.48 1.70
Co1-3 3 1.66 7.62 -0.11 4.30 0.27 1.70
Co1-3 4 1.66 7.62 -0.11 4.30 0.32 1.70
Co1-3 5 1.66 7.62 -0.11 4.30 0.27 1.70
Co1-3 6 1.66 7.62 -0.11 4.30 0.32 1.70
Co1-3 7 -0.53 19.43 0.01 4.30 -0.09 1.70
Co1-3 8 -0.41 19.43 0.01 4.30 -0.07 1.70
Col-3 9 -0.41 19.43 0.01 4.30 -0.07 1.70
Co1-3 10 0.51 7.62 -0.01 4.30 0.08 1.70
Co1-3 11 0.51 7.62 -0.01 4.30 0.08 1.70
Co1-3 12 0.06 7.62 0.00 4.30 0.01 1.70
Co1-3 13 0.06 7.62 0.00 4.30 0.01 1.70
Co1-3 14 2.00 7.62 -0.14 4.30-- 0.40 1.70
Co1-3 15 2.78 7.62 -0.16 4.30 0.50 1.70
Co1-3 16 2.00 7.62 -0.14 4.30 0.40 1.70
Col-3 17 1.29 7.62 -0.13 4.30 0.31 1.70
Co1-3 18 1.29 7.62 -0.13 4.30 0.31 1.70
Co1-3 19 2.70 7.62 -0.16 4.30 0.49 1.70
Co1-3 20 2.70 7.62 -0.16 4.30 0.49 1.70
Co1-3 21 -0.41 19.43 0.01 4.30 -0.07 1.70
Col-3 22 -0.41 19.43 0.01 4.30 -0.07 1.70
Co1-3 23 0.10 7.62 0.00 4.30 0.01 1.70
Co1-3 24 0.04 7.62 0.00 4.30 0.01 1.70
Co1-3 25 2.48 7.62 -0.05 4.30 0.41 1.70
Co1-3 26 -0.46 19.43 0.01 4.30 -0.08 1.70
Co1-3 27 -0.46 19.43 0.01 4.30 -0.08 1.70
Col-3 28 -0.46 19.43 0.01 4.30 -0.08 1.70
Co1-3 29 -0.46 19.43 0.01 4.30 -0.08 1.70
Co1-3 30 -0.58 19.43 0.01 4.30 -0.10 1.70
Co1-3 31 0.00 19.43 0.00 4.30 0.00 1.70
Co1-3 32 0.00 19.43 0.00 4.30 0.00 1.70
Col-3 33 1.86 7.62 -0.04 4.30 0.31 1.70
Co1-3 34 2.65 7.62 -0.05 4.30 0.44 1.70
Co1-3 35 1.86 7.62 -0.04 4.30 0.31 1.70
Co1-3 36 1.16 7.62 -0.02 4.30 0.19 1.70
Co1-3 37 1.16 7.62 -0.02 4.30 0.19 1.70
Co1-3 38 2.56 7.62 -0.05 4.30 0.43 1.70
Co1-3 39 2.56 7.62 -0.05 4.30 0.43 1.70
Co1-4 1 4.07 7.67 -0.18 4.30 0.68 1.70
Co1-4 2 4.07 7.67 -0.18 4.30 0.68 1.70
Col-4 3 2.71 7.67 -0.13 4.30 0.45 1.70
Co1-4 4 2.71 7.67 -0.13 4.30 0.45 1.70
Co1-4 5 2.42 7.67 -0.12 4.30 0.40 1.70
Co1-4 6 2.42 7.67 -0.12 4.30 0.41 1.70
Co1-4 7 -0.84 19.43 0.02 4.30 -0.14 1.70
Co1-4 8 -0.44 19.43 0.01 4.30 -0.07 1.70
Co1-4 9 -0.84 19.43 0.02 4.30 -0.14 1.70
Co1-4 10 0.78 7.67 -0.02 4.30 0.13 1.70
Co1-4 11 0.79 7.67 -0.02 4.30 0.13 1.70
Co1-4 12 0.09 7.67 0.00 4.30 0.01 1.70
Co1-4 13 0.09 7.67 0.00 4.30 0.01 1.70
Co1-4 14 2.14 7.67 -0.14 4.30 0.41 1.70
Co1-4 15 3.14 7.67 -0.16 4.30 0.53 1.70
Co1-4 16 4.07 7.67 -0.18 4.30 0.68 1.70
Co1-4 17 2.14 7.67 -0.14 4.30 0.41 1.70
Co1-4 18 3.06 7.67 -0.16 4.30 0.52 1.70
01
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6/14/2005 EwDes-Lout Page 11
Raf-1 5 -0.02 32.18 -0.09 2.65 -0.08 5.11
Raf-1 6 0.03 14.47 0.39 2.65 0.37 5.11
Raf-1 7 0.06 14.56 0.39 2.65 0.37 5.11
Raf-1 8 0.02 14.31 0.04 2.65 0.04 5.11
Raf-1 9 0.05 14.39 0.04 2.65 0.04 5.11
Raf-1 10 -0.05 32.18 -0.43 2.65 -0.40 5.11
Raf-1 11 0.09 14.47 2.07 2.65 1.96 5.11
Raf-1 12 0.08 14.49 1.98 2.65 1.54 5.11
Raf-1 13 0.05 14.47 1.08 2.65 1.03 5.11
Raf-1 14 0.05 14.56 -1.87 2.65 1.44 5.11
Raf-1 15 0.05 14.47 1.08 2.65 1.03 5.11
Raf-1 16 0.08 14.49 1.98 2.65 1.54 5.11
Raf-1 17 0.09 14.47 2.07 2.65 1.96 5.11
Raf-1 18 0.00 13.82 0.07 2.65 0.06 5.11
Raf-1 19 0.00 13.82 0.03 2.65 0.03 5.11
Raf-1 20 0.08 14.47 1.97 2.65 1.87 5.11
Raf-1 21 0.01 13.67 -0.47 2.65 -0.44 5.11
Raf-1 22 -0.03 32.18 -0.27 2.65 -0.25 5.11
Raf-1 23 0.02 13.67 -0.33 2.65 -0.31 5.11
Raf-1 24 -0.01 32.18 -0.13 2.65 -0.12 5.11
Raf-1 25 -0.05 32.18 -0.47 2.65 -0.44 5.11
Raf-1 26 0.03 14.30 0.00 2.65 _ 0.00 5.11
Raf-1 27 0.05 14.38 0.00 2.65 0.00 5.11
Raf-2 1 0.09 14.47 -2.07 2.65 1.96 5.11
Raf-2 2 -0.03 32.18 0.23 2.65 -0.21 5.11
Raf-2 3 0.01 13.67 0.43 2.65 -0.40 5.11
Raf-2 4 -0.02 32.18 0.09 2.65 -0.08 5.11
Raf-2 5 0.02 13.67 0.29 2.65 -0.28 5.11
Raf-2 6 0.06 14.56 -0.39 2.65 0.37 5.11
Raf-2 7 0.03 14.47 -0.39 2.65 0.37 5.11
Raf-2 8 0.05 14.39 -0.04 2.65 0.04 5.11
Raf-2 9 0.02 14.31 -0.04 2.65 0.04 5.11
Raf-2 10 -0.05 32.18 0.43 2.65 -0.40 5.11
Raf-2 11 0.05 14.47 -1.08 2.65 1.03 5.11
Raf-2 12 0.08 14.49 -1.98 2.65 1.54 5.11
Raf-2 13 0.09 14.47 -2.07 2.65 1.96 5.11
Raf-2 14 0.05 14.47 -1.08 2.65 1.03 5.11
Raf-2 15 0.05 14.56 1.87 2.65 1.44 5.11
Raf-2 16 0.09 14.47 -2.07 2.65 1.96 5.11
Raf-2 17 0.08 14.49 -1.98 2.65 1.54 5.11
Raf-2 18 0.00 13.82 -0.07 2.65 0.06 5.11
Raf-2 19 0.00 13.82 -0.03 2.65 0.03 5.11
Raf-2 20 0.08 14.47 -1.97 2.65 1.87 5.11
Raf-2 21 -0.03 32.18 0.27 2.65 -0.25 5.11
Raf-2 22 0.01 13.67 0.47 2.65 -0.44 5.11
Raf-2 23 -0.01 32.18 0.13 2.65 -0.12 5.11
Raf-2 24 0.02 13.67 0.33 2.65 -0.31 5.11
Raf-2 25 -0.05 32.18 0.47 2.65 -0.44 5.11
Raf-2 26 0.05 14.38 0.00 2.65 0.00 5.11
Raf-2 27 0.03 14.30 0.00 2.65 0.00 5.11
STRESS RATIO:
Mem Load
Id Id Axial Shear Moment Ax1+Mom Shr+Mom Max UC
Col-1 1 0.25 0.11 0.06 0.31 0.02 0.31
Co1-1 2 0.25 0.11 0.06 0.31 0.02 0.31
Col-1 3 0.15 0.07 0.04 0.18 0.01 0.18
Col-1 4 0.15 0.07 0.04 0.18 0.01 0.18
Col-1 5 0.17 0.08 0.04 0.20 0.01 0.20
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Col-2 36 0.00 0.79 0.06 2.85 0.00
Col-2 37 0.00 0.79 0.04 1.93 0.00
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6/14/2005 EwDes-L.out Page 19
Raf-1 11 -0.01
Raf-1 12 -0.02
Raf-1 13 -0.01
Raf-1 14 -0.01
Raf-1 15 -0.01
Raf-1 16 -0.02
Raf-1 17 -0.01
Raf-1 18 0.00
Raf-1 19 0.00
Raf-1 20 -0.01
Raf-1 21 0.00
Raf-1 22 0.00
Raf-1 23 0.00
Raf-1 24 0.00
Raf-1 25 0.00
Raf-1 26 0.00
Raf-1 27 0.00
Raf-2 1 -0.01
Raf-2 2 0.00
Raf-2 3 0.00
Raf-2 4 0.00
Raf-2 5 0.00
Raf-2 6 0.00
Raf-2 7 0.00
Raf-2 8 0.00
Raf-2 9 0.00
Raf-2 10 0.00
Raf-2 11 -0.01
Raf-2 12 -0.02
Raf-2 13 -0.01
Raf-2 14 -0.01
Raf-2 15 -0.01
Raf-2 16 -0.01
Raf-2 17 -0.02
Raf-2 18 0.00
Raf-2 19 0.00
Raf-2 20 -0.01
Raf-2 21 0.00
Raf-2 22 0.00
Raf-2 23 0.00
Raf-2 24 0.00
Raf-2 25 0.00
Raf-2 26 0.00
Raf-2 27 0.00
RAFTER MEMBER DEFLECTIONS:
Mem Load Deflection(in)
Id Id Calc Allow
Raf-1 28 -0.01 0.33
Raf-1 29 0.00 0.33
Raf-1 30 0.00 0.33
Raf-1 31 0.00 0.33
Raf-1 32 0.00 0.33
Raf-1 33 -0.01 0.33
Raf-1 34 -0.01 0.33
Raf-1 35 0.00 0.33
Raf-1 36 0.00 0.33
Raf-1 37 0.00 0.33
Raf-2 28 -0.01 0.33
Raf-2 29 0.00 0.33
Raf-2 30 0.00 0.33
Raf-2 31 0.00 0.33
Structural Design Calculations
For
Service Unlimited-
Clute Building #1
F.O. 14888
Coyle Building Systems
114 Rosemont Lane
Imler, PA 16655
oltionteptt
4 tSoF"€�`::!.#.:,7i; fiir.,
'',,:::
:9..
'a i""5 ":.7..
„„)
``.'�°°33411 ' 01i 1 6 2005
FO- 14888
TABLE OF CONTENTS
Hand Calculations Pages 1 to 4
Layout Sketches Pages 1 to 4
MBS Output
Roof Design Pages 1 to 29
Back Sidewall Design Pages 1 to 5
Endwall Design, (Design of Frame Type A and B) Pages 1 to 15
Endwall Design, (Design of Frame Type C and C 1) Pages 1 to 22
Endwall Design, (Design of Frame Type D) Pages 1 to 19
CFS Output
Main Rafter 3 pages
Columns
Central Column Frame Type A 3 pages
Central Column Frame Type B 3 pages
Back Sidewall Column 2 pages
Front Sidewall Column 3 pages
Corner Mullion 3 pages
Endwall Mullion 3 pages
HAND CALCULATIONS
T.(019
114 Rosemont Lane CALCULA. .JNS Sheet 1 Of
Imler, PA 16655
. —
Phone(814)276-9611 FO Number iLl- && Initials -1-
Fax(814)276-3307
r. L.L I L, w'lzi\li•G i -:.=-.Z1-•_EMI a Quote Number Date:
Builder/Purchaser: 5tfv, [ c 'inl , - i (11,,LP iiit, I 41
a V en5hur\I N 'f
1 I
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Revised August 5 2002
114 Rosemont Lane CALCULA . .JNS Sheet 2 Of
`J Imler, PA 16655
Phone(814)276-9611 FO Number / „ :, Initials
Mai Fax(814)276-3307
U I . D, I N G+' SYSTEMS Quote Number / Date: 5/3/'1
Builder/Purchaser: Se r v;(Q (/o I rn; / L j ui E D11;I d,-nra J
De; fr1 - L F
FIEJ y, j'
'p
sod, Lyon sic Ere.rt P@ Load Ar 333)�) !0/ = 33,333� e� 0. 36 J
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CL_ b6G., 1i s - 3y.
LL = CY- A33.33 -4I33,311-
16,001 WL- 1-3x 03.14 - 501.,74'
At, l Ids ; 0 =
G,od
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l7
Revised August 5,2002
• L..4 114 Rosemont Lane CALCULA. .JNS Sheet 3 Of
Imler, PA 16655
Lill Phone(814)276-9611 FO Number Initials
MI= Fax(814)276-3307
B ; I;1\1 G S Y S:TE MS Quote Number Date: 6' 7U
Builder/Purchaser: Set-10-(e itirIiie I (iv ;ft -.
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Revised August 5,2002
114 Rosemont Lane CALCULA i .JNS Sheet et Of
.. ii•-•1 Imler, PA 16655
Phone(814)276-9611 FO Number i il • • Initials j
Fax(814)276-3307
--MUNN°l'N ,_S Y,,,S T. - NA S Quote Number Date:
Builder/Purchaser: Sh . • '
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Revised August 5 2002
LAYOUT SKETCHES
1Ox10 10x5
i
11 P. 10x20 10x20
p IIJx
10x1a •
10x5
•
ROOF SOFT = 2,702.34 FLOOR SOFT = 2,700
Ooov L.occfc=445
a C 9 --- B A A A R A..-...
10x10 lOxS
i
10x20 1
L., F V 1Ox20 i LOUR'
10x10
5X5 h
ROOF SQ.FT = 2,702.34 FLOOR SQ.FT = 2,700
C d un,n L ayou65
iiii 114 Rosemont Lane CALCULAT 1 ..iNS Sheet I Of
,
Imler,PA 16655
..1111 Phone(814)276-9611 FO Number ILI -, ` i Initials
MN Fax(814)276-3307
BILI `iTt E MS Quote Number Date: VZ/0 5-
Builder/Purchaser: r, i , 'k. 1.1 1.:11;4 --I C 14,
Cis - Jeci,v4 A 13
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Revised August 5,2002
-,_
114 Rosemont Lane CALCULAL JNS Sheet 4 Of
Imler, PA 16655 —
Phone(814)276-9611 FO Number I --: 61 Initials :)----.
Fax(814)276-3307 ' , _.13 LI.J.4_131 ,'..-G ' -YS TE I'Vt---S: Quote Number Date: i
c I 1
Builder/Purchaser: . : , -
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Revised August 5,2002
ROOF DESIGN
0/14/GUU3 Koorues.out Page 1
*
*14888 Roof Design Input 5/31/05 2:15pm
*
* < PROGRAM OPERATION >
*
*
*(1)JOBID:
'14888'
*(2)PROGRAM OPTIONS:
* Run Run Run
* Purlin Panel Brace
* (3)DESIGN CODE:
*
*Design ---Steel_Code--- ---Build--- Seismic
* Code Cold Hot Country Code Year Zone-
'WS' 'NAUS01' 'AISC89' '----' 'IBC ' '00' 'C '
* (4)DESIGN CONSTANTS: Wind
* Steel_Yield(ksi )---- Stress Ratio Lap Strength
* Purlin Panel R_Col W_Col Purlin Panel Wind_Frame Stiff Factor
55.0 80.0 50.0 55.0 1.00 1.00 1.00 1.00 1.0000
* (5)DEFLECTION LIMITS:
* Purlin ----Extension Facia ---Panel--- Facia Wind
* Live Wind Total Live Wind Total Girt Live Wind Panel Frame
150.0 150.0 0.0 150.0 150.0 0.0 0.0 120.0 120.0 0.0 60.0
* (6)REPORTS:
* Input Purlin Purlin Eave Roof Cable
* Echo Design Summary Strut Panel Brace
'Y' '2' 'Y' 'Y' 'Y'
* (7)BUILDING TYPE:
* Build L_Expand_EW R_Expand_EW Open_Wall
* Type Use Offset Use Offset L_EW F_SW R_EW B_SW
'FF-' 'N ' 14.000 'N ' 14.000 'N' 'N' 'N' 'N'
* < BUILDING LAYOUT >
*
*
* (8)BUILDING SHAPE:
* No. X_Coord Y_Coord
* Surf (ft) (ft)
4 0.0000 8.5000
10.0000 8.9167
20.0000 8.5000
20.0000 0.0000
*(9)WALL BAY SPACING:
* Wall Sets_Of Bay No.
* Id Bays Width Bays
1 1 5.0000 4
2 2 5.0000 1
10.0000 13
of 14/LUU3 Kootues.out Page 2
3 1 5.0000 4
4 2 10.0000 13
5.0000 1
5 2 5.0000 1
10.0000 13
* (10)FRAMED OPENINGS:
* Wall No. Bay Open Open Open Open
* Id Opens Id Width Height Offset Type
1 0
2 0
3 0
4 0
* (11)PARTIAL WALLS:
* Wall Set_Of --Bay_Id-- Wall Base Full
* Id Bays Start End Height Type Load Use
1 1 1 4 7.0167 '- "N"-'
'-'
2 1 1 14 7.0167 '- "N"-'
'-'
3 1 1 4 7.0167 '- "N"-'
'-'
4 1 12 13 7.0167 '- "N"-'
'-'
*(12)SURFACE EXTENSION/FRAME RECESS:
* Surf ---Surf_Ext--- Frame_Recess ----Rafter_Size
* Id Left Right Left Right Left Right
2 0.0000 0.0000 0.3333 0.3333 ' 8X35C16' ' 8X35C16'
3 0.0000 0.0000 0.3333 0.3333 ' 8X35C16' ' 8X35C16'
*
* < FRAMING DESIGN >
*
*
* (13)PURLINS:
* Surf Purlin OS_Flg IS_Flg Set Set_Lap Max Unbr
* Id Type Brace Brace Depth Ext Int Length
2 'CF' 'Y' 'N' 6.000 0.0000 0.0000 0.0000
3 'CF' 'Y' 'N' 6.000 0.0000 0.0000 0.0000
* (14) PURLIN SPACING:
* Surf Peak Max Set Set_Of -Set_Space-
* Id Space Space Space Space Space No.
2 0.0010 3.3362 3.3362 2 3.3352 1
3.3362 2
3 3.3362 3.3362 3.3362 0
* (15) PURLIN SIZE:
* Surf Set No.
* Id Purl Purl Purlin_Size
2 'N' 0
3 'N' 0
*(16) PANELS & EAVE STRUT:
* Panel Standing Eave_Type ---Gutter--- Girt Depth Insulation
* Size Seam F SW B SW F_SW B SW F_SW BSW Use Thick
'R-26 'N' 'EO' 'EO' 'N' 'N' 8.000 8.000
000 'Y' 3.000
* (17)WIND FRAMING SELECTION:
0/14/BUUD noowes.ouL Page 3
* Order_Of_Selection
* Wall Panel Diagonal Wind Wind Weak Axis
* Id Shear Bracing Bent Column Bending
2 'Y' 'N ' 'N' 'N' 'N'
4 'Y' 'N ' 'N' 'N' 'N'
5 'Y' 'Y: '
* (18)ROOF DIAGONAL BRACING:
* Max_Pan Brace Each User_Selected_Roof_Bays
* Shear Type EW No. Bay_Id
71.8 'C' 'L' 0
0
* (19)ROOF BRACING ATTACHMENT:
*Wall No.
* Id Attach Attach_Location
1 3 0.0000 10.0000 20.0000
3 3 0.0000 10.0000 20.0000
* (20)SIDEWALL DIAGONAL BRACING:
* Wall Max_Pan Brace User_Selected_SW_Bays
* Id Shear Type No. Bay_Id —
2 71.8 'C' 0
4 71.8 'C' 0
* (21)WIND BENTS:
*Wall Member Column Rafter No.
* Id Type Depth Size Depth Size Bays Bay_Id
2 'R' 0.00 ' ' 0.00 ' 0
4 'R' 0.00 ' ' 0.00 ' 0
* (22)WIND COLUMNS:
* Wall Member Column No. Left/
* Id Type Depth Size Col Bay_Id Right
2 'R' 0.00 ' 0
4 'R' 0.00 ' ' 0
* (23)WALL BRACING ATTACHMENT
*Wall No. Attach --Bay_Id-- No.
* Id Attach Id Start End Level Level_Height
2 1 1 1 14 1 8.5000
4 2 2 1 13 1 8.5000
3 14 14 2 4.2500 8.5000
* (24) INTERIOR BRACING
*No Attach Brace User_Selected_Int_Bays
*Brace Offset Type No. Bay_Id
0
* (25)INTERIOR BRACING ATTACHMENT
* No. Attach --Bay_Id-- No.
* Attach Offset Start End Level Level_Height
0
* (26)EAVE EXTENSIONS SIZE:
*
*Wall No. Ext --Bay_Id-- ---Extension Size--- Edge_Extend Eave
*Id Extend Id Start End Height Width Slope Left Right Type
2 0
4 0
* (27)EAVE EXTENSIONS PURLINS:
*
0/14/GUU3 Kootves.out Page 4
*Ext Purlin OS_Flg IS_Fig Set Set_Lap Max_UnBr Peak Max Set
*Id Type Brace Brace Depth Ext Int Length Space Space Space
* (28)CANOPY SIZE:
*Wall No. Ext --Bay_Id-- ---Extension Size--- Edge_Extend Eave
*Id Extend Id Start End Height Width Slope Left Right Type
1 0
2 0
3 0
4 0
*(29)CANOPY PURLINS:
*
*Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set
*Id Type Brace Brace Depth Ext Int Length Space Space Space
* (30)CANOPY PANELS:
*
*Ext Panel Standing
*Id Size Seam
* (31)FACIA/PARAPET LAYOUT:
*
*Wall No. Ext --Bay_Id-- Edge_Extend Eave Use
*Id Extend Id Type Start End Left Right Mount Type Gutter
1 0
2 0
3 0
4 0
* (32)FACIA/PARAPET SIZE:
*
*Ext ----Extension_Size Facia Arm Back Facia
*Id Height Width Slope Elev Height Slope Slope Slope Project
*(33)FACIA/PARAPET PURLINS:
*
*Ext Purlin OS_Flg IS_Flg Set Set_Lap MaxUnBr Peak Max Set
*Id Type Brace Brace Depth Ext Int Length Space Space Space
* (34)FACIA/PARAPET PANELS:
*
*Ext ---Roof_Panel-- ----Soffit_Panel--- -Front_Panel-- ----Back_Panel
R*Id Size SSeam SizeRot Space Size SSeam Size Rot Space
* (35)EXTENSION BRACING:
*
*Ext Max_Pan Brace User_Selected_Bays
*Id Shear Type No. Bay_Id
* (36)BASE ELEVATION:
* Sidewalls
* Front Back
0.00 0.00
*
* < DESIGN LOADS >
*
*
* (37)BASIC LOADS:
* Dead Collet Live Snow Basic Wind_Ld_Rat Frict ----Edge_Strip---- --Seis_Coef-- %
* Load Load Load Load Wind Defl Factor Coef Width Purlin Panel Frame Brace Snow
1.8 1.0 20.0 64.0 12.3 1.00 1.00 0.00 3.000 1.18 1.69 0.0495 0.1387 0.20
6/14/2005 RoolDes.out Page 5
* (38)WIND PRESSURE/SUCTION: (psf )
*
* Wind Wind Wind
* Press Suct Suct_Roof
4.7 -13.3 . . Purlins
0.0 -20.6 . . Gable Extension
5.9 -14.6 . . Panels
7.3 -1.4 -6.3 . . Long Bracing, Building
9.9 -3.1 . . Long Bracing, Wall Edge Zone
22.2 -13.6 9.9 . . Long Bracing, Facia/Parapet
* (39)EXTENSION BASIC LOADS:
* Purlin_Wind Panel_Wind
*Ext Dead Collat Live Attach_Beam Facia_Beam Attach_Beam Facia_Beam
*Id Load Load Load Press Suct Press Suct Press Suct Press Suct
* (40) PURLIN DESIGN LOADS:
*
* Surf No. Load Live/ Wind Wind Aux_Load
* Id Load Id Dead Collat Snow Press Suct Id Coef
2 3 1 1.00 1.00 1.00 0.00 0.00 0- 0.00
2 1.00 1.00 0.75 0.75 0.00 0 0.00
3 0.60 0.00 0.00 0.00 1.00 0 0.00
3 3 1 1.00 1.00 1.00 0.00 0.00 0 0.00
2 1.00 1.00 0.75 0.75 0.00 0 0.00
3 0.60 0.00 0.00 0.00 1.00 0 0.00
* (41)PURLIN DESIGN LOADS: Deflection
* Surf No. Load Live/ Wind Wind Aux_Load
* Id Load Id Dead Collat Snow Press Suct Id Coef
2 3 1 1.00 1.00 1.00 0.00 0.00 0 0.00
2 1.00 1.00 1.00 1.00 0.00 0 0.00
3 0.60 0.00 0.00 0.00 1.00 0 0.00
3 3 1 1.00 1.00 1.00 0.00 0.00 0 0.00
2 1.00 1.00 1.00 1.00 0.00 0 0.00
3 0.60 0.00 0.00 0.00 1.00 0 0.00
* (42)BRACING DESIGN LOADS:
*
* Surf No. Load Live/ Wind Wind Aux_Load
* Id Load Id Dead Collat Snow EW Roof Seis Id Coef
2 4 1 1.00 1.00 0.75 0.75 0.75 0.00 0 0.00
2 1.00 1.00 0.15 0.00 0.00 1.05 0 0.00
3 0.60 0.00 0.00 1.00 1.00 0.00 0 0.00
4 0.60 0.00 0.00 0.00 0.00 1.00 0 0.00
3 4 1 1.00 1.00 0.75 0.75 0.75 0.00 0 0.00
2 1.00 1.00 0.15 0.00 0.00 1.05 0 0.00
3 0.60 0.00 0.00 1.00 1.00 0.00 0 0.00
4 0.60 0.00 0.00 0.00 0.00 1.00 0 0.00
* (43)EXTENSION DESIGN LOADS:
*
* No. Load Live/ Wind Wind Aux_Load
* Load Id Dead Collat Snow Press Suct Id Coef
0
* (44)EXTENSION DESIGN LOADS: Deflection
*
* No. Load Live/ Wind Wind Aux_Load
* Load Id Dead Collat Snow Press Suct Id Coef
0
* (45)AUXILIARY LOADS:
of t4/LUUn Kootves.out rage 6
* No. Aux Aux No._Add Add_Load
* Aux Id Name Combs Id Coef
0
* (46)ADDITIONAL LOADS: (F-lb/ft, W-psf, Dx-ft)
* No. Add Surf Basic Load Fy Dx . . Conc
* Add Id Id Load Type W1 W2 Dxl Dx2 . . Dist
0
* (47) PURLIN LAPS:
*Surf Data Set 1 Set_2 Set_3
* Id Opt Sets Left Right Quan Left Right Quan Left Right Quan
2 '-' 0
3 '-' 0
* (48)PURLIN LAPS: Extensions
*Ext Data Set 1 Set_2 Set_3
* Id Opt Sets Left Right Quan Left Right Quan Left Right Quan
* (49)PURLIN STRAPS:
* Data ---Set_1--- ---Set_2--- ---Set_3--- --Set_4---
* Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan
'0' 0
* (50)PURLIN STRAPS: Extensions
*
*Ext Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4---
* Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan
* Code file used was ROOFIBC.00
14888 Roof Design Code 6/14/05 2:43pm
STRUCTURAL CODE:
Design Basis : WS
Hot Rolled Steel : AISC89
Cold Formed Steel : NAUS01
BUILDING CODE:
Wind Code : IBC
Year : 00
Seismic Zone : C
MODULUS OF ELASTICITY
Hot Rolled Steel : 29000 (ksi )
Cold Formed Steel : 29500 (ksi )
14888 Purlin Design Report 6/14/05 2:43pm
ROOF PURLIN
DESIGN RUN # 1, SURFACE # 2
(Edge Strip Zone= 3.00)
b/14/LUUJ Koonies.out Page 7
PURLIN LAYOUT:
Bay Span Purlin Span ---Lap(ft)-- No. No. Unit Total
Id Id Size (ft) Left Right Space Row Brace Weight Weight
1 6X20C16 0.33 3.34 1 0 0.8 0.8
1 2 6X20C16 4.31 3.34 1 0 9.9 9.9
2 3 6X20C16 9.29 3.34 1 0 21.4 21.4
3 4 6X20C16 9.29 3.34 1 0 21.4 21.4
4 5 6X20C16 9.29 3.34 1 0 21.4 21.4
5 6 6X20C16 9.29 3.34 1 0 21.4 21.4
6 7 6X20C16 9.29 3.34 1 0 21.4 21.4
7 8 6X20C16 9.29 3.34 1 0 21.4 21.4
8 9 6X20C16 9.29 3.34 1 0 21.4 21.4
9 10 6X20C16 9.29 3.34 1 0 21.4 21.4
10 11 6X20C16 9.29 3.34 1 0 21.4 21.4
11 12 6X20C16 9.29 3.34 1 0 21.4 21.4
12 13 6X20C16 9.29 3.34 1 0 21.4 21.4
13 14 6X20C16 9.29 3.34 1 0 21.4 21.4
14 15 6X20C16 9.31 3.34 1 0 21.4 21.4
16 6X20C16 0.33 3.34 1 0 0.8 0.8
Total(lb)= 289.3
Purlin DL= 0.69 (psf )
LOAD COMBINATION # 1 : DL+CL+LL
PURLIN ANALYSIS:
Shear(k ) Moment(f-k )
Span Left Left Right Right Left Left MidSpan Right Right
Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup
1 0.00 -0.07 0.00 0.00 0.00 0.01
2 0.48 -0.48 0.01 -0.51 2.17 0.00
3 1.03 -1.03 0.00 -2.40 4.65 0.00
4 1.03 -1.03 0.00 -2.40 4.65 0.00
5 1.03 -1.03 0.00 -2.40 4.65 0.00
6 1.03 -1.03 0.00 -2.40 4.65 0.00
7 1.03 -1.03 0.00 -2.40 4.65 0.00
8 1.03 -1.03 0.00 -2.40 4.65 0.00
9 1.03 -1.03 0.00 -2.40 4.65 0.00
10 1.03 -1.03 0.00 -2.40 4.65 0.00
11 1.03 -1.03 0.00 -2.40 4.65 0.00
12 1.03 -1.03 0.00 -2.40 4.65 0.00
13 1.03 -1.03 0.00 -2.40 4.65 0.00
14 1.03 -1.03 0.00 -2.40 4.65 0.00
15 1.03 -1.04 0.00 -2.40 4.65 0.01
16 0.07 0.00 0.01 0.00 0.33 0.00
STRENGTH/DEFLECTION:
Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in)
Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow
1 RS -0.07 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00
2 LS 0.48 3.86 0.13 MS -0.51 3.28 0.16 LS 0.00 -0.02
3 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
4 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
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8 -0.23 0.23 0.00 0.53 4.65 0.00
9 -0.23 0.23 0.00 0.53 4.65 0.00
10 -0.23 0.23 0.00 0.53 4.65 0.00
11 -0.23 0.23 0.00 0.53 4.65 0.00
12 -0.23 0.23 0.00 0.53 4.65 0.00
13 -0.23 0.23 0.00 0.53 4.65 0.00
14 -0.23 0.23 0.00 0.53 4.65 0.00
15 -0.23 0.23 0.00 0.53 4.65 0.00
16 -0.02 0.00 0.00 0.00 0.33 0.00
STRENGTH/DEFLECTION:
Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in)
Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow
1 RS 0.02 3.86 0.00 RS 0.00 3.28 0.00 LS 0.00 0.00
2 LS -0.11 3.86 0.03 MS 0.11 3.28 0.03 LS 0.00 0.00
3 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08
4 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08
5 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08
6 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS- 0.00 0.08
7 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08
8 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08
9 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08
10 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08
11 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08
12 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08
13 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08
14 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08
15 RS 0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08
16 LS -0.02 3.86 0.00 LS 0.00 3.28 0.00 LS 0.00 -0.01
UNBRACE LENGTHS
Available
Span Minor ReductionFactor
Id Major LS LL MS RL RS Outside Inside
1 0.3 0.3 0.0 0.3 0.0 0.0 1.00 0.60
2 4.3 0.0 4.3 4.3 4.3 4.3 1.00 0.70
3 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70
4 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70
5 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70
6 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70
7 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70
8 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70
9 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70
10 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70
11 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70
12 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70
13 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70
14 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70
15 9.3 9.3 9.3 9.3 9.3 0.0 1.00 0.70
16 0.3 0.0 0.0 0.0 0.0 0.3 1.00 0.60
DEFLECTION:
LOAD COMBINATION # 1 : DL+CL+LL
Span DEFLECTION(in)
Id Calc Allow Ratio
w4
1.1
eu
R
01.1
7
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I In co co co co co co co co co co co co co .1 0 I r r-1 r-1 .-1 1-1 ri ri 0--1 ri ,-1 r-1 0-1 r-1 N .4 0 I .--i e-i .-1 ri r-1 .-1 r♦ ,1 r•i ri .-1 ri r l .-1
I O c• cr c• c• c• cr cr c• cr cr cr c• cr U •rl I O V) to In LU 1-11 V) U•) u) to LU V1 LU LU O •rl I 0 .-I ry .--I ri ri ri ri ri ri ri e-1 ri e-1
1 • + 4-1 I • l0 4-1 I •
I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a M I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ro t 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1 o al 0 al
V) ce cr c Tr •r Tr c• c• Tr TV sr c• In •• C 3 LU ce cr c• c Tr ce cr c• TV c TV TV u1 •• 0 3 LU er cr cr cr v cr c• cr cr c• cr v uU
Mr` NNNNNNNNNrNNN N -r1 0 (flNNN - NNNNNNNNN M -e-1 0 Mrt- NNNNNNNNNNN
•0 0 0 0 0• 0• 0 0 0 0 0• 0 0 0 40 •Z 0 0• 0• O• 0• 0 0 0 0 0 0 0 O• 0 b- Z 0• 0 0 0 0 0 0 0 0• 0 O• 0• 0 0
O N l0 l0 l0 l0 lD lD 1/40 l0 l0 l0 lD lD lD c• 0 E•1 O N CO CO CO CO Co CO CO OD OD OD OD CO CD c• O E O O OD CO OD OD O OD OD OD CO OD CO N O r-1
O O M M M M M r1 M M M M M M M 0 H U 0 O O M M M M M M M M M M M 01 M 0 N U U O O O O O O O 0 O O O O O O O O
0000000000000000 Cal
•
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1 1 1 1 1 1 1 1 1 1 1 1 1 1 Z u Co 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Z U., U I
I--I W I-1 W
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Z 0 Z O 0 0
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in 1
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1 r-I N M rn 1t1 lfl [- co 01 O r-1 N M c u) lD 0 IC 'O I r-1 N CO c• 1,() lD I- co 01 0 ri N M C' u) lD 10 •O I .-i N M c• LU VD N co 0) 0 ,--I N M cr u) lO
I .-1 r 1 .-1 ri ri .-•1 .-1 a• Q• 4 1 ri r•1 ri ri r-1 r 1 ri a• a.-I I r•1 ri ri r-1 ri r-1 1-1
mr I 0 U) I 0 V) 1
6/14/2005 RoofDes.out Page 12
14888 Purlin Design Report 6/14/05 2:43pm
ROOF PURLIN
DESIGN RUN # 1, SURFACE # 2
PURLIN LAYOUT:
Bay Span Purlin Span ---Lap(ft)-- No. No. Unit Total
Id Id Size (ft) Left Right Space Row Brace Weight Weight
1 6X20C16 0.33 3.34 2 0 0.8 1.5
1 2 6X20C16 4.31 3.34 2 0 9.9 19.8
2 3 6X20C16 9.29 3.34 2 0 21.4 42.7
3 4 6X20C16 9.29 3.34 2 0 21.4 42.7
4 5 6X20C16 9.29 3.34 2 0 21.4 42.7
5 6 6X20C16 9.29 3.34 2 --0 21.4 42.7
6 7 6X20C16 9.29 3.34 2 0 21.4 42.7
7 8 6X20C16 9.29 3.34 2 0 21.4 42.7
8 9 6X20C16 9.29 3.34 2 0 21.4 42.7
9 10 6X20C16 9.29 3.34 2 0 21.4 42.7
10 11 6X20C16 9.29 3.34 2 0 21.4 42.7
11 12 6X20C16 9.29 3.34 2 0 21.4 42.7
12 13 6X20C16 9.29 3.34 2 0 21.4 42.7
13 14 6X20C16 9.29 3.34 2 0 21.4 42.7
14 15 6X20C16 9.31 3.34 2 0 21.4 42.8
16 6X20C16 0.33 3.34 2 0 0.8 1.5
Total(lb)= 578.6
Purlin DL= 0.69 (psf )
LOAD COMBINATION # 1 : DL+CL+LL
PURLIN ANALYSIS:
Shear(k ) Moment(f-k )
Span Left Left Right Right Left Left MidSpan Right Right
Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup
1 0.00 -0.07 0.00 0.00 0.00 0.01
2 0.48 -0.48 0.01 -0.51 2.17 0.00
3 1.03 -1.03 0.00 -2.40 4.65 0.00
4 1.03 -1.03 0.00 -2.40 4.65 0.00
5 1.03 -1.03 0.00 -2.40 4.65 0.00
6 1.03 -1.03 0.00 -2.40 4.65 0.00
7 1.03 -1.03 0.00 -2.40 4.65 0.00
8 1.03 -1.03 0.00 -2.40 4.65 0.00
9 1.03 -1.03 0.00 -2.40 4.65 0.00
10 1.03 -1.03 0.00 -2.40 4.65 0.00
11 1.03 -1.03 0.00 -2.40 4.65 0.00
12 1.03 -1.03 0.00 -2.40 4.65 0.00
13 1.03 -1.03 0.00 -2.40 4.65 0.00
14 1.03 -1.03 0.00 -2.40 4.65 0.00
15 1.03 -1.04 0.00 -2.41 4.65 0.01
16 0.07 0.00 0.01 0.00 0.33 0.00
b/14/2UU5 Rootlles.out Page 13
STRENGTH/DEFLECTION:
Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in)
Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow
1 RS -0.07 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00
2 LS 0.48 3.86 0.13 MS -0.51 3.28 0.16 LS 0.00 -0.02
3 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
4 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
5 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
6 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
7 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
8 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
9 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
10 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
11 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
12 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
13 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
14 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
15 RS -1.04 3.86 0.27 MS -2.41 3.28 0.73 LS- 0.00 -0.36
16 LS 0.07 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.04
UNBRACE LENGTHS
Available
Span Minor ReductionFactor
Id Major LS LL MS RL RS Outside Inside
1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60
2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70
3 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
4 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
5 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
6 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
7 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
8 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
9 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
10 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
11 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
12 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
13 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
14 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
15 9.3 0.0 0.0 0.0 0.0 9.3 1.00 0.70
16 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60
LOAD COMBINATION # 2 : DL+CL+0.75LL+0.75WP
PURLIN ANALYSIS:
Shear(k ) Moment(f-k )
Span Left Left Right Right Left Left MidSpan Right Right
Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup
1 0.00 -0.06 0.00 0.00 0.00 0.01
2 0.42 -0.40 0.01 -0.44 2.20 0.00
3 0.84 -0.84 0.00 -1.95 4.65 0.00
4 0.84 -0.84 0.00 -1.95 4.65 0.00
5 0.84 -0.84 0.00 -1.95 4.65 0.00
6 0.84 -0.84 0.00 -1.95 4.65 0.00
t/t4/LUU Kootues.out Page 14
7 0.84 -0.84 0.00 -1.95 4.65 0.00
8 0.84 -0.84 0.00 -1.95 4.65 0.00
9 0.84 -0.84 0.00 -1.95 4.65 0.00
10 0.84 -0.84 0.00 -1.95 4.65 0.00
11 0.84 -0.84 0.00 -1.95 4.65 0.00
12 0.84 -0.84 0.00 -1.95 4.65 0.00
13 0.84 -0.84 0.00 -1.95 4 .65 0.00
14 0.84 -0.84 0.00 -1.95 4.65 0.00
15 0.85 -0.87 0.00 -1.98 4.59 0.01
16 0.06 0.00 0.01 0.00 0.33 0.00
STRENGTH/DEFLECTION:
Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in)
Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow
1 RS -0.06 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00
2 LS 0.42 3.86 0.11 MS -0.44 3.28 0.13 LS 0.00 -0.01
3 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
4 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
5 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS- 0.00 -0.29
6 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
7 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
8 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
9 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
10 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
11 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
12 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
13 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
14 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
15 RS -0.87 3.86 0.23 MS -1.98 3.28 0.60 LS 0.00 -0.30
16 LS 0.06 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.03
UNBRACE LENGTHS
Available
Span Minor ReductionFactor
Id Major LS LL MS RL RS Outside Inside
1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60
2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70
3 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70
4 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70
5 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70
6 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70
7 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70
8 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70
9 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70
10 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70
11 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70
12 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70
13 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70
14 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70
15 9.3 9.3 0.0 0.0 0.0 9.3 1.00 0.70
16 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60
LOAD COMBINATION # 3 : 0.6DL+WS
PURLIN ANALYSIS:
O
Cl)
I co I co y I Cr) F
I-, r. r' r' r' I r1 17 CO r r, r' r r, r. r, I r4 T7 :D r. r-• r• r. r, r, r-• I 1-1 T7 N.
Cn .a Cl) N 1-, O l0 co J IC Lr .a Cl) N r, i a Eu Cl Cn .a Ca NJI-, CD 000 J O1 Cn .a La ND I-, Q. w CT) Cl U1 .a Cl) NO r, CD VD OD J C1 Cn .a Cl) ND 1--, I CY toI 7 Z 7 C
C) C) u
I 3 tr) `3
5 I I I 1 1 I 1 1 I I I I I I I
w r r .'C7 r r r r r r r r r r r r r :C r \ CD 0 CD CD CD CD 0 CD CD CD CD CD CD 0 CD 0 I Cn r
CD CD 0 0 CO CO l0 CO lO lfl lD CO l0 as O I U. C*7 Cl) Cl) co co Cl) co co co co co co co Cl) Cl) co Cl) O C • • • • • • • • • • • I G CD
I O Z C) CT) o I-• r- 1, 1-, - h. r. 1--, r r-• r-• I-, r- r- o I 17 rn
w w w w w w w w w w w w w w w I hi C) n) r-+ CD CO 0 CO CD l0 IC l0 l0 IC l0 l0 CD CD CD I rt
H
C I 1 I I I I I I 1 I I I 1 I C) CT)
Cl) O O O O O O O O O O O O O O O O w Cn C) I
C CD IC O CO 0CD CO IC CD 0IC CD O O r CD h.) 1--, h. 1-• r' r-� r+ r-• r-• r-• r+ r+ I-+ r-• CDC) CD r-r I r r
w (D Cr)
Cr) I-+ r l0 CO CD 0 CD CO lD tD lO CD Z rt
CO CD o r w I 'L7 rt 7-
Cl)
Cl) Cl) Cl) Cl) Cl) CO Cl) Cl) Cl) Cl) Cl) Cl) CD Lari Z I m
w
Cl) Cl) CO w w Cl) Cl) Cl) Cl) Cl) Cl) Cl) Co CO Cl) Cl) r. 7C rt
• r , 70
CD lO CO l0 l0 CD l0 0 CO l0 CO IC VD .a O r O a) CO OD OO CO OD CC W W OD C7 CC N W • 0 I r P. 7C
r oh oh oh oh Oh oh O1 O\ OC Cl O1 Cl Cl Cl Cl Oh E w IR
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'6 7'
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1-- CD CD CD C) CD 0 CD CD CD CD CD CD CD CD CD CD C
VD l0 CO IC VD VD CO CD lO 0 CD 0 CD .a O Z O CD (n VI CPI Cn CM CPI Cn Cn Cn Cn Ur Cn UI Ca CD C) I 'A
la Cl) Cl) Cl) Cl) Cl) Cl) Cl) Cl) Cl) Cl) Cl) Cl) Co Cl) ,10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CDI co F-'•
r333333333333337 r I ( Nr-, 1-, 1-• I� 1.-+ 1-, 1--• 1- 1-.. 1.- r r• --• o i '0
Cl) Cr) Cr) co Cl) Cl) co Ci) co Cl) Cl) co co CO Cr) co O I C) I-• 0 CD CO CD CO 0 lO 0 l0 0 lD CO C) r I rr
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CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD 3) 0 CD CD CD C) CD 0 CD CD CD 0 CD 0 CD CD CD CD 1 Cl) r
1 C (D
O .a ,a .a .a .a .a .a ,a ,a .a ,a ,a a, r, O C) (D 0000000000000000 1 .0 rA
O l0 CO CD l0 CD 0 l0 lO 0 CO LID 0 .a O x1 O C1 .a .a .a .a .a .a a .a .a .a ,a a F., O 7 O O O C) O O O O O O O O O O O O I rt
rt
w Cl) Cl) Co Cl) Cl) CO Cl) Cl) Cl) Cl) Cl) CO Cl) o >—
(a N N N N N N N N) N N N N N w W r-• hm I
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0 N Cl) Cl) Cl) Cl) Cl) Cl) Cl) Cl) Cl) Cl) Cl) Cl) Cl) N N 0 7C
C (D co 0 0 0 CD CD CD CD CD CD CD CD C) CD Co Co E — I .w M p
r, h, h, 1-, 1-, 1-, r. r, 14 r 1" I..' r . r✓ rC CL
(n G > CD CD CD CD CD C) CD CD CD CD CD CD CD CD CD CD I ' rt CD
CD CD C) CD CD CD CD CD CD CD CD C) CD CD CD H. CO ,
CD CD C) CD CD 0 CD CD 0 0 0 O CD CD CD ¢ rt 0) CD NJ1--, 1-, 1-, 1-, r+ 1-, h. r, r, I-, h, r-. C) C) C I y
CD H. 4- CD CO lC CO VD CO CD CD CD CC l0 CO CO Cl) CD C) I 0 0 0 0 CD C) CD CD CD C) CD 0 CD CD CD C I 3 03 a
O ~ O 3 7 w o .a .a .a a Al, ,a a, a as ,a .a .a a I- o I 4- (D
PI ,-r) Cr rrrrrrrrrrrrrrrr 1 r3 orn .a .aa .aa, a, a, a, a .aa ,ar-• o a7
O O O O O O CD CD CD CD C) CD CD CD CD 0 n r Cl) Cl) co co Cl) Cl) Cl) co Cl) co Cl) Cl) co Cl) Cl) Cl) 10 0 Cl) rt
I C) .b
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000000000000000 ¢. O 00000000000000CCD I Cl) CD a .a .a .a .a ,a a, . .a .a . .a NO I r 7 I
(D ri , O 7C O O O O O O O O O O O O O O O O I C hi Cl) .a Cl Cl Ol Oh Cl Cl Cl Cl Cl O\ C1 Ol N O I C)
CD CD CD CD CD 0 CD CD CD CD CD CD CD 0 O O I C) Cl) C1 Cn Cn Cn Cn Ut Cn Cn Cl) Cn Cn (P1 Cn Cn O I --
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DO CD CD CD CD 0 CD CD CD CD CD CD 0 0 0 O C) I Cl) P.
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uiiiicuui nuu'ues.uui Page 16
16 0.3 0.0 0.0 0.0 0.0 0.3 1.00 0.60
DEFLECTION:
LOAD COMBINATION # 1 : DL+CL+LL
Span DEFLECTION(in)
Id Calc Allow Ratio
1 0.00
2 -0.02 0.35 0.05
3 -0.36 0.74 0.48
4 -0.36 0.74 0.48
5 -0.36 0.74 0.48
6 -0.36 0.74 0.48
7 -0.36 0.74 0.48
8 -0.36 0.74 0.48
9 -0.36 0.74 0.48
10 -0.36 0.74 0.48 --
11 -0.36 0.74 0.48
12 -0.36 0.74 0.48
13 -0.36 0.74 0.48
14 -0.36 0.74 0.48
15 -0.36 0.75 0.48
16 0.04
LOAD COMBINATION # 2 : DL+CL+LL+WP
Span DEFLECTION(in)
Id Calc Allow Ratio
1 0.00
2 -0.02 0.35 0.05
3 -0.38 0.74 0.51
4 -0.38 0.74 0.51
5 -0.38 0.74 0.51
6 -0.38 0.74 0.51
7 -0.38 0.74 0.51
8 -0.38 0.74 0.51
9 -0.38 0.74 0.51
10 -0.38 0.74 0.51
11 -0.38 0.74 0.51
12 -0.38 0.74 0.51
13 -0.38 0.74 0.51
14 -0.38 0.74 0.51
15 -0.39 0.75 0.52
16 0.04
LOAD COMBINATION # 3 : 0.6DL+WS
Span DEFLECTION(in)
Id Calc Allow Ratio
1 0.00
2 0.00 0.35 0.01
3 0.07 0.74 0.09
4 0.07 0.74 0.09
5 0.07 0.74 0.09
6 0.07 0.74 0.09
7 0.07 0.74 0.09
6/14/2005 RoofDes.out Page 17
8 0.07 0.74 0.09
9 0.07 0.74 0.09
10 0.07 0.74 0.09
11 0.07 0.74 0.09
12 0.07 0.74 0.09
13 0.07 0.74 0.09
14 0.07 0.74 0.09
15 0.07 0.75 0.09
16 -0.01
14888 Purlin Design Report 6/14/05 2:43pm
ROOF PURLIN
DESIGN RUN # 2, SURFACE # 3
PURLIN LAYOUT:
Bay Span Purlin Span ---Lap(ft)-- No. No. Unit Total
Id Id Size (ft) Left Right Space Row Brace Weight Weight
1 6X20C16 0.33 3.34 1 0 0.8 0.8
1 2 6X20C16 4.31 3.34 1 0 9.9 9.9
2 3 6X20C16 9.29 3.34 1 0 21.4 21.4
3 4 6X20C16 9.29 3.34 1 0 21.4 21.4
4 5 6X20C16 9.29 3.34 1 0 21.4 21.4
5 6 6X20C16 9.29 3.34 1 0 21.4 21.4
6 7 6X20C16 9.29 3.34 1 0 21.4 21.4
7 8 6X20C16 9.29 3.34 1 0 21.4 21.4
8 9 6X20C16 9.29 3.34 1 0 21.4 21.4
9 10 6X20C16 9.29 3.34 1 0 21.4 21.4
10 11 6X20C16 9.29 3.34 1 0 21.4 21.4
11 12 6X20C16 9.29 3.34 1 0 21.4 21.4
12 13 6X20C16 9.29 3.34 1 0 21.4 21.4
13 14 6X20C16 9.29 3.34 1 0 21.4 21.4
14 15 6X20C16 9.31 3.34 1 0 21.4 21.4
16 6X20C16 0.33 3.34 1 0 0.8 0.8
Total(lb)= 289.3
Purlin DL= 0.69 (psf )
LOAD COMBINATION # 1 : DL+CL+LL
PURLIN ANALYSIS:
Shear(k ) Moment(f-k )
Span Left Left Right Right Left Left MidSpan Right Right
Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup
1 0.00 -0.07 0.00 0.00 0.00 0.01
2 0.48 -0.48 0.01 -0.51 2.17 0.00
3 1.03 -1.03 0.00 -2.40 4.65 0.00
4 1.03 -1.03 0.00 -2.40 4.65 0.00
5 1.03 -1.03 0.00 -2.40 4.65 0.00
6/14f2U(J5 Rooflles.out Page 18
6 1.03 -1.03 0.00 -2.40 4.65 0.00
7 1.03 -1.03 0.00 -2.40 4.65 0.00
8 1.03 -1.03 0.00 -2.40 4.65 0.00
9 1.03 -1.03 0.00 -2.40 4.65 0.00
10 1.03 -1.03 0.00 -2.40 4.65 0.00
11 1.03 -1.03 0.00 -2.40 4.65 0.00
12 1.03 -1.03 0.00 -2.40 4.65 0.00
13 1.03 -1.03 0.00 -2.40 4.65 0.00
14 1.03 -1.03 0.00 -2.40 4.65 0.00
15 1.03 -1.04 0.00 -2.41 4.65 0.01
16 0.07 0.00 0.01 0.00 0.33 0.00
STRENGTH/DEFLECTION:
Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in)
Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow
1 RS -0.07 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00
2 LS 0.48 3.86 0.13 MS -0.51 3.28 0.16 LS 0.00 -0.02
3 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
4 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 L5 0.00 -0.36
5 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
6 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
7 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
8 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
9 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
10 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
11 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
12 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
13 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
14 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
15 RS -1.04 3.86 0.27 MS -2.41 3.28 0.73 LS 0.00 -0.36
16 LS 0.07 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.04
UNBRACE LENGTHS
Available
Span Minor ReductionFactor
Id Major LS LL MS RL RS Outside Inside
1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60
2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70
3 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
4 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
5 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
6 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
7 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
8 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
9 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
10 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
11 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
12 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
13 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
14 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
15 9.3 0.0 0.0 0.0 0.0 9.3 1.00 0.70
16 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60
LOAD COMBINATION # 2 : DL+CL+0.75LL+0.75WP
PURLIN ANALYSIS:
0L'0 00'T 0'0 0'0 0"0 0'0 £'6 £'6 6T
0L'0 00'T 0'0 0"0 0"0 0'0 £'6 £'6 £T
0L'0 00'T 0'0 0'0 0'0 0'0 £'6 £'6 ZT
0L'0 00'T 0'0 0'0 0"0 0"0 E'6 £'6 TT
OL'0 00"T 0'0 0'0 0"0 0'0 £"6 £"6 0T
0L'0 00'T 0'0 0'0 0"0 0'0 £'6 £'6 6
OL'0 00'T 0'0 0"0 0'0 0'0 E'6 £'6 8
OL"0 00'T 0'0 0'0 0'0 0'0 £'6 £'6 L
OL'0 00"T 0'0 0'0 0'0 0'0 £'6 £'6 9
OL'O 00'T 0'0 0'0 0'0 0"0 £'6 £'6 S
0L'0 00'T 0'0 0'0 0'0 0'0 £'6 £'6 6
OL'O 00'T 0'0 0'0 0'0 0'0 £'6 £'6 £
0L'0 00'T 0'0 0'0 0'0 0'0 £'6 £'6 Z
09'0 00'T £'0 £'0 0'0 £'0 £'0 £'0 T
eptsuI apTsr'no S2I 'RI SW r'r' Sr' ioCeW PI
aogoe,3uoTlonpa aouTw uedS
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£0'0 00'0 Sri 00'0 8Z'£ T0'0 Sri Z0'0 98'£ 90'0 Sr' 9T
0£'0- 00'0 Sri 09'0 8Z'£ 86'T- SW £Z'0 98'£ L8'0- SU ST
6Z"0- 00'0 Sri 09'0 8Z'£ S6'T- SW ZZ'0 98'£ 68'0 Sr' 6T
6Z'0- 00'0 Sri 09'0 8Z'£ S6'T- SW ZZ'0 98'£ 68'0 Sr' £T
6Z'0- 00'0 Sr' 09'0 8Z"£ S6'T- SW ZZ'O 98'£ 68'0 Sr' ZT
6Z'0- 00'0 Sr' 09'0 8Z"£ S6'T- SW ZZ'0 98'£ 68'0 Sr' IT
6Z'0- 00'0 Sri 09'0 8Z"£ S6'T- SW ZZ'0 98'£ 68'0 Sri 0T
6Z'0- 00'0 Sri 09'0 8Z'£ S6'T- SW ZZ'0 98'£ 68'0 Sr' 6
6Z'0- 00'0 Sri 09'0 8Z"£ S6"T- SW ZZ'0 98'£ 68'0 Sri 8
6Z'0- 00'0 Sri 09'0 8Z'£ S6'T- SW ZZ"0 98'£ 68'0 Sri L
6Z'0- 00'0 Sr' 09'0 8Z'E S6'T- SW ZZ'0 98'£ 68'0 Sr' 9
6Z'0- 00'0 Sri 09'0 8Z'£ S6"T- SW ZZ'0 98'£ 68'0 Sri S
6Z'0- 00'0 Sri 09'0 8Z'£ S6'T- SW ZZ"0 98"£ 68'0 Sri 6
6Z"0- 00'0 Sri 09'0 8Z'£ S6'T- SW ZZ"0 98'£ 68'0 Sri S
T0'0- 00'0 Sri ET"0 8Z'£ 66'0- SW TT'0 98'£ Z6'0 Sri Z
00'0 00'0 Sri 00'0 8Z"£ TO'0 S2I ZO'0 98'£ 90'0- S2I I
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T0'0 6S'6 86'T- 00'0 L8'0- S8'0 SI
00'0 S9'6 S6'T- 00'0 68'0- 68'0 6T
00'0 S9'6 S6'T- 00'0 68'0- 68'0 £T
00'0 S9'6 S6'T- 00'0 68'0- 68'0 ZT
00'0 S9'6 S6'T- 00'0 68'0- 68'0 TT
00'0 S9'6 S6'T- 00'0 68'0- 68'0 OT
00'0 S9'6 S6'T- 00'0 68'0- 68'0 6
00'0 S9'6 S6'T- 00'0 68"0- 68'0 8
00'0 S9"6 S6"T- 00'0 68'0- 68'0 L
00'0 S9'6 S6'T- 00'0 68'0- 68'0 9
00'0 S9"6 S6'T- 00'0 68'0- 68'0 S
00'0 S9'6 S6'I- 00'0 68'0- 68'0 6
00'0 S9'6 S6'T- 00'0 68'0- 68'0 £
00'0 OZ'Z 66'0- T0'0 06'0- Z6'0 Z
TO'0 00'0 00'0 00'0 90'0- 00'0 I
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"'1Y/LV VJ Koofl)es.out Page 20
15 9.3 9.3 0.0 0.0 0.0 9.3 1.00 0.70
16 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60
LOAD COMBINATION # 3 : 0.6DL+WS
PURLIN ANALYSIS:
Shear(k ) Moment(f-k )
Span Left Left Right Right Left Left MidSpan Right Right
Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup
1 0.00 0.01 0.00 0.00 0.00 0.00
2 -0.10 0.10 0.00 0.11 2.25 0.00
3 -0.19 0.19 0.00 0.44 4.65 0.00
4 -0.19 0.19 0.00 0.44 4.65 0.00
5 -0.19 0.19 0.00 0.44 4.65 0.00
6 -0.19 0.19 0.00 0.44 4.65 0.00
7 -0.19 0.19 0.00 0.44- 4.65 0.00
8 -0.19 0.19 0.00 0.44 4.65 0.00
9 -0.19 0.19 0.00 0.44 4.65 0.00
10 -0.19 0.19 0.00 0.44 4.65 0.00
11 -0.19 0.19 0.00 0.44 4.65 0.00
12 -0.19 0.19 0.00 0.44 4.65 0.00
13 -0.19 0.19 0.00 0.44 4.65 0.00
14 -0.19 0.19 0.00 0.44 4.65 0.00
15 -0.19 0.21 0.00 0.46 4.46 0.00
16 -0.01 0.00 0.00 0.00 0.33 0.00
STRENGTH/DEFLECTION:
Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in)
Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow
1 RS 0.01 3.86 0.00 RS 0.00 3.28 0.00 LS 0.00 0.00
2 LS -0.10 3.86 0.03 MS 0.11 3.28 0.03 LS 0.00 0.00
3 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07
4 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07
5 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07
6 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07
7 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07
8 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07
9 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07
10 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07
11 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07
12 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07
13 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07
14 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07
15 RS 0.21 3.86 0.05 MS 0.46 2.30 0.20 LS 0.00 0.07
16 LS -0.01 3.86 0.00 LS 0.00 3.28 0.00 LS 0.00 -0.01
UNBRACE LENGTHS
Available
Span Minor ReductionFactor
Id Major LS LL MS RL RS Outside Inside
1 0.3 0.3 0.0 0.3 0.0 0.0 1.00 0.60
2 4.3 0.0 4.3 4.3 4.3 4.3 1.00 0.70
3 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70
4 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70
0n4/LVVJ Kootves.out Page 21
5 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70
6 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70
7 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70
8 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70
9 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70
10 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70
11 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70
12 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70
13 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70
14 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70
15 9.3 9.3 9.3 9.3 9.3 0.0 1.00 0.70
16 0.3 0.0 0.0 0.0 0.0 0.3 1.00 0.60
DEFLECTION:
LOAD COMBINATION # 1 : DL+CL+LL
Span DEFLECTION(in)
Id Calc Allow Ratio
1 0.00
2 -0.02 0.35 0.05
3 -0.36 0.74 0.48
4 -0.36 0.74 0.48
5 -0.36 0.74 0.48
6 -0.36 0.74 0.48
7 -0.36 0.74 0.48
8 -0.36 0.74 0.48
9 -0.36 0.74 0.48
10 -0.36 0.74 0.48
11 -0.36 0.74 0.48
12 -0.36 0.74 0.48
13 -0.36 0.74 0.48
14 -0.36 0.74 0.48
15 -0.36 0.75 0.48
16 0.04
LOAD COMBINATION # 2 : DL+CL+LL+WP
Span DEFLECTION(in)
Id Calc Allow Ratio
1 0.00
2 -0.02 0.35 0.05
3 -0.38 0.74 0.51
4 -0.38 0.74 0.51
5 -0.38 0.74 0.51
6 -0.38 0.74 0.51
7 -0.38 0.74 0.51
8 -0.38 0.74 0.51
9 -0.38 0.74 0.51
10 -0.38 0.74 0.51
11 -0.38 0.74 0.51
12 -0.38 0.74 0.51
13 -0.38 0.74 0.51
14 -0.38 0.74 0.51
15 -0.39 0.75 0.52
16 0.04
LOAD COMBINATION # 3 : 0.6DL+WS
of I4/BUUJ Rootlles.out
Page 22
Span DEFLECTION(in)
Id Calc Allow Ratio
1 0.00
2 0.00 0.35 0.01
3 0.07 0.74 0.09
4 0.07 0.74 0.09
5 0.07 0.74 0.09
6 0.07 0.74 0.09
7 0.07 0.74 0.09
8 0.07 0.74 0.09
9 0.07 0.74 0.09
10 0.07 0.74 0.09
11 0.07 0.74 0.09
12 0.07 0.74 0.09
13 0.07 0.74 0.09
14 0.07 0.74 0.09
15 0.07 0.75 0.09
16 -0.01
14888 Purlin Design Report 6/14/05 2:43pm
ROOF PURLIN
DESIGN RUN # 2, SURFACE # 3
(Edge Strip Zone= 3.00)
PURLIN LAYOUT:
Bay Span Purlin Span ---Lap(ft)-- No. No. Unit Total
Id Id Size (ft) Left Right Space Row Brace Weight Weight
1 6X20C16 0.33 3.34 1 0 0.8 0.8
1 2 6X20C16 4.31 3.34 1 0 9.9 9.9
2 3 6X20C16 9.29 3.34 1 0 21.4 21.4
3 4 6X20C16 9.29 3.34 1 0 21.4 21.4
4 5 6X20C16 9.29 3.34 1 0 21.4 21.4
5 6 6X20C16 9.29 3.34 1 0 21.4 21.4
6 7 6X20C16 9.29 3.34 1 0 21.4 21.4
7 8 6X20C16 9.29 3.34 1 0 21.4 21.4
8 9 6X20C16 9.29 3.34 1 0 21.4 21.4
9 10 6X20C16 9.29 3.34 1 0 21.4 21.4
10 11 6X20C16 9.29 3.34 1 0 21.4 21.4
11 12 6X20C16 9.29 3.34 1 0 21.4 21.4
12 13 6X20C16 9.29 3.34 1 0 21.4 21.4
13 14 6X20C16 9.29 3.34 1 0 21.4 21.4
14 15 6X20C16 9.31 3.34 1 0 21.4 21.4
16 6X20C16 0.33 3.34 1 0 0.8 0.8
Total(lb)= 289.3
Purlin DL= 0.69 (psf )
LOAD COMBINATION # 1 : DL+CL+LL
witiihuu, RoofUes.out Page 23
PURLIN ANALYSIS:
Shear(k ) Moment(f-k )
Span Left Left Right Right Left Left MidSpan Right Right
Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup
1 0.00 -0.07 0.00 0.00 0.00 0.01
2 0.48 -0.48 0.01 -0.51 2.17 0.00
3 1.03 -1.03 0.00 -2.40 4.65 0.00
4 1.03 -1.03 0.00 -2.40 4.65 0.00
5 1.03 -1.03 0.00 -2.40 4.65 0.00
6 1.03 -1.03 0.00 -2.40 4.65 0.00
7 1.03 -1.03 0.00 -2.40 4.65 0.00
8 1.03 -1.03 0.00 -2.40 4.65 0.00
9 1.03 -1.03 0.00 -2.40 4.65 0.00
10 1.03 -1.03 0.00 -2.40 4.65 0.00
11 1.03 -1.03 0.00 -2.40 4.65 0.00
12 1.03 -1.03 0.00 -2.40 4.65 0.00
13 1.03 -1.03 0.00 -2.40 4.65 0.00
14 1.03 -1.03 0.00 -2.40 4.65 0.00
15 1.03 -1.04 0.00 -2.41-- 4.65 0.01
16 0.07 0.00 0.01 0.00 0.33 0.00
STRENGTH/DEFLECTION:
Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in)
Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow
1 RS -0.07 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00
2 LS 0.48 3.86 0.13 MS -0.51 3.28 0.16 LS 0.00 -0.02
3 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
4 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
5 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
6 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
7 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
8 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
9 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
10 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
11 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
12 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
13 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
14 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36
15 RS -1.04 3.86 0.27 MS -2.41 3.28 0.73 LS 0.00 -0.36
16 LS 0.07 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.04
UNBRACE LENGTHS
Available
Span Minor ReductionFactor
Id Major LS LL MS RL RS Outside Inside
1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60
2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70
3 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
4 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
5 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
6 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
7 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
8 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
9 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
10 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
11 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
12 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
ui 114ic111/3 Kootlies.out Page24
13 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
14 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70
15 9.3 0.0 0.0 0.0 0.0 9.3 1.00 0.70
16 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60
LOAD COMBINATION # 2 : DL+CL+0.75LL+0.75WP
PURLIN ANALYSIS:
Shear(k ) Moment(f-k )
Span Left Left Right Right Left Left MidSpan Right Right
Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup
1 0.00 -0.06 0.00 0.00 0.00 0.01
2 0.39 -0.39 0.01 -0.42 2.17 0.00
3 0.84 -0.84 0.00 -1.95 4.65 0.00
4 0.84 -0.84 0.00 -1.95 4.65 0.00
5 0.84 -0.84 0.00 -1.95-- 4.65 0.00
6 0.84 -0.84 0.00 -1.95 4.65 0.00
7 0.84 -0.84 0.00 -1.95 4.65 0.00
8 0.84 -0.84 0.00 -1.95 4.65 0.00
9 0.84 -0.84 0.00 -1.95 4.65 0.00
10 0.84 -0.84 0.00 -1.95 4.65 0.00
11 0.84 -0.84 0.00 -1.95 4.65 0.00
12 0.84 -0.84 0.00 -1.95 4.65 0.00
13 0.84 -0.84 0.00 -1.95 4.65 0.00
14 0.84 -0.84 0.00 -1.95 4.65 0.00
15 0.84 -0.84 0.00 -1.96 4.65 0.01
16 0.06 0.00 0.01 0.00 0.33 0.00
STRENGTH/DEFLECTION:
Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in)
Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow
1 RS -0.06 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00
2 LS 0.39 3.86 0.10 MS -0.42 3.28 0.13 LS 0.00 -0.01
3 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
4 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
5 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
6 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
7 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
8 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
9 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
10 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
11 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
12 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
13 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
14 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29
15 RS -0.84 3.86 0.22 MS -1.96 3.28 0.60 LS 0.00 -0.29
16 LS 0.06 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.03
UNBRACE LENGTHS
Available
Span Minor ReductionFactor
Id Major LS LL MS RL RS Outside Inside
1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60
2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70
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ino•samoou ,
..,..,..,.�...�. rage 17
8 -0.38 0.74 0.51
9 -0.38 0.74 0.51
10 -0.38 0.74 0.51
11 -0.38 0.74 0.51
12 -0.38 0.74 0.51
13 -0.38 0.74 0.51
14 -0.38 0.74 0.51
15 -0.38 0.75 0.52
16 0.04
LOAD COMBINATION # 3 : 0.6DL+WS
Span DEFLECTION(in)
Id Calc Allow Ratio
1 0.00
2 0.00 0.35 0.01
3 0.08 0.74 0.11
4 0.08 0.74 0.11
5 0.08 0.74 0.11
6 0.08 0.74 0.11
7 0.08 0.74 0.11
8 0.08 0.74 0.11
9 0.08 0.74 0.11
10 0.08 0.74 0.11
11 0.08 0.74 0.11
12 0.08 0.74 0.11
13 0.08 0.74 0.11
14 0.08 0.74 0.11
15 0.08 0.75 0.11
16 -0.01
14888 Roof Panel Report 6/14/05 2:43pm
PANEL DATA:
Part Type Gage Yield
R-26 R 26.00 80.00
MOMENTS & DEFLECTIONS:
Moment(ft-lb/ft)
Surf Purlin Load Support Midspan ---Deflect(in)---
Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio
2 3.336 D+L 73.1 144.9 0.50 -58.5 128.0 0.46 -0.08 0.334 0.25
D+WP 8.6 144.9 0.06 -6.9 128.0 0.05 -0.01 0.334 0.02
D+WS -25.5 128.0 0.20 20.4 144.9 0.14 0.03 0.334 0.10
3 3.336 D+L 91.4 144.9 0.63 -51.2 128.0 0.40 -0.07 0.334 0.20
D+WP 10.7 144.9 0.07 -6.0 128.0 0.05 -0.01 0.334 0.02
D+WS -31.8 128.0 0.25 17.8 144.9 0.12 0.03 0.334 0.08
14888 Roof Diagonal Bracing Report 6/14/05 2:43pm
■%wwcaUUL rage 2if
PANEL SHEAR:
Allow = 71.8
Calc
Wind = 1.4
Seismic = 12.9
14888 Sidewall Diagonal Bracing Report 6/14/05 2:43pm
PANEL SHEAR:
Wall Wind Seismic
Id Calc Calc Allow
2 718.0 718.0 71.8
4 3.8 31.8 71.8
14888 Eave Strut Report 6/14/05 2:43pm
Wall Bay Eave Bay Axial Calc Axial Axial
Id Id Size Width Wind Seis Allow Ratio
2 1 8X35E16 5.00 0.19 0.07 7.06 0.03
2 2 8X35E16 10.00 0.16 -1.43 28.55 0.05
2 3 8X35E16 10.00 0.13 -1.31 28.55 0.05
2 4 8X35E16 10.00 0.10 -1.19 28.55 0.04
2 5 8X35E16 10.00 0.06 -1.07 28.55 0.04
2 6 8X35E16 10.00 0.03 -0.96 28.55 0.03
2 7 8X35E16 10.00 0.00 -0.84 28.55 0.03
2 8 8X35E16 10.00 0.00 -0.91 28.55 0.03
2 9 8X35E16 10.00 0.03 -1.03 28.55 0.04
2 10 8X35E16 10.00 0.06 -1.15 28.55 0.04
2 11 8X35E16 10.00 0.10 -1.27 28.55 0.04
2 12 8X35E16 10.00 0.13 -1.38 28.55 0.05
2 13 8X35E16 10.00 0.16 0.02 7.06 0.02
2 14 8X35E16 10.00 0.19 0.14 7.06 0.03
4 14 8X35E16 5.00 0.19 0.07 7.06 0.03
4 13 8X35E16 10.00 0.16 -1.43 28.55 0.05
4 12 8X35E16 10.00 0.13 -1.31 28.55 0.05
4 11 8X35E16 10.00 0.10 -1.19 28.55 0.04
4 10 8X35E16 10.00 0.06 -1.07 28.55 0.04
4 9 8X35E16 10.00 0.03 -0.96 28.55 0.03
4 8 8X35E16 10.00 0.00 -0.84 28.55 0.03
4 7 8X35E16 10.00 0.00 -0.91 28.55 0.03
4 6 8X35E16 10.00 0.03 -1.03 28.55 0.04
4 5 8X35E16 10.00 0.06 -1.15 28.55 0.04
4 4 8X35E16 10.00 0.10 -1.27 28.55 0.04
4 3 8X35E16 10.00 0.13 -1.38 28.55 0.05
4 2 8X35E16 10.00 0.16 0.02 7.06 0.02
4 1 8X35E16 10.00 0.19 0.14 7.06 0.03
------- J%UUiL .UUL rage29
14888 Strut Bolt Report 6/14/05 2:43pm
EAVE STRUTS:
Wall Frm_Line ----Bolt_Selected ---Bolt Capacity---
Id Id Type No. Type Dia Wshr Calc Allow Ratio
2 1 EW 2 A325 0.500 0 1.55 3.99 0.39
2 2 RF 2 A325 0.500 0 1.55 3.99 0.39
2 3 RF 2 A325 0.500 0 1.43 3.99 0.36
2 4 RF 2 A325 0.500 0 1.31 3.99 0.33
2 5 RF 2 A325 0.500 0 1.19 3.99 0.30
2 6 RF 2 A325 0.500 0 1.07 3.99 0.27
2 7 RF 2 A325 0.500 0 0.96 3.99 0.24
2 8 RF 2 A325 0.500 0 0.91 3.99 0.23
2 9 RF 2 A325 0.500 0 1.03 3.99 0.26
2 10 RF 2 A325 0.500 0 - 1.15 3.99 0.29
2 11 RF 2 A325 0.500 0 1.27 3.99 0.32
2 12 RF 2 A325 0.500 0 1.38 3.99 0.35
2 13 RF 2 A325 0.500 0 1.50 3.99 0.38
2 14 RF 2 A325 0.500 0 1.62 3.99 0.41
2 15 EW 2 A325 0.500 0 1.62 3.99 0.41
4 1 EW 2 A325 0.500 0 1.55 3.99 0.39
4 2 RF 2 A325 0.500 0 1.55 3.99 0.39
4 3 RF 2 A325 0.500 0 1.43 3.99 0.36
4 4 RF 2 A325 0.500 0 1.31 3.99 0.33
4 5 RF 2 A325 0.500 0 1.19 3.99 0.30
4 6 RF 2 A325 0.500 0 1.07 3.99 0.27
4 7 RF 2 A325 0.500 0 0.96 3.99 0.24
4 8 RF 2 A325 0.500 0 0.91 3.99 0.23
4 9 RE 2 A325 0.500 0 1.03 3.99 0.26
4 10 RF 2 A325 0.500 0 1.15 3.99 0.29
4 11 RF 2 A325 0.500 0 1.27 3.99 0.32
4 12 RF 2 A325 0.500 0 1.38 3.99 0.35
4 13 RF 2 A325 0.500 0 1.50 3.99 0.38
4 14 RF 2 A325 0.500 0 1.62 3.99 0.41
4 15 EW 2 A325 0.500 0 1.62 3.99 0.41
14888 Roof Design Weight Summary 6/14/05 2:43pm
Roof Purlins = 1446.60
Eave Struts = 969.30
Total = 2415.90
14888 Roof Design Warning Report 6/14/05 2:43pm
WARNING: Wall Bracing
Panel Shear : Calc > Allowable
BACK SIDEWALL DESIGN
rage i
*
*14888 Sidewall Design Input 6/ 2/05 1:48pm
*
* (1)JOBID:
'14888'
* (2)PROGRAM OPTIONS:
*Sidewall Run Run Lap
* Id Girt Panel Stiff
'B' 'Y' 'Y' 1.00
* (3)DESIGN CODE:
*
*Design ---Steel_Code--- ---Build--- Seismic
* Code Cold Hot Country Code Year Zone
'WS' 'NAUS01' 'AISC89' '----' 'IBC ' '00' 'C '
* (4)DESIGN CONSTANTS:
* Wind
* ---Steel_Yield(ksi )-- Stress_Ratio Strength
* C_Sec W Sec RSec Panel Girt Panel Factor
55.0 55.0 50.0 80.0 1.00 1.00 1.0000
* (5)DEFLECTION LIMITS:
*
* ---Girt--- --Panel--- Part
* Wall Facia Wall Facia Wall
120. 0. 120. 0. 120.
* (6)REPORTS:
* Input Wall Door Wall
* Echo Girt Jamb Panel
'I' '2' 'Y' 'Y'
* (7)BUILDING TYPE:
* Build L_Expand_EW R_Expand_EW
* Type Use Offset Use Offset
'FF-' 'N ' 14.000 'N ' 14.000
* (8)BUILDING SHAPE:
* No. X_Coord Y_Coord Offset
* Surf (ft) (ft) (in)
4 0.0000 8.5000 4.000
10.0000 8.9167 6.000
20.0000 8.5000 6.000
20.0000 0.0000 4.000
* (9)SIDEWALL BAY SPACING:
* Sets_Of Bay No.
* Bays Width Bays
2 10.0000 13
5.0000 1
* (10) FRAMED OPENINGS:
* No. Bay Open Open Open Open Sill Base Set Member Remove
* Open Id Width Height Offset Type Height Elev Depth Select Panel
0
* (11)PARTIAL WALLS:
* Set Of Base Full --Bay Id-- Wall
* Bays Type Load Start End Height
1 '- ' 'N' 12 13 7.0167
* (12)GIRT DESIGN:
* Girt OS_Flg IS_Flg Set Set Max MaxUnbr
* Type Brace Brace Depth Lap Space Length
'CF' 'C' 'N' 4.000 0.0000 7.4167 6.2500
* (13)GIRT LOCATION:
* Set No. Girt
* Loc Girt Location
'Y' 1 4.2500
* (14)SPECIAL GIRT:
* Sets Of --Bay_Id-- Girt Girt Girt
* Girts Start End Height Type Rotate
0
* (15)WALL PANELS/GUTTERS:
* Wall Gutter Insulation
* Panel Use Type Width Use Thick
'R-26 "-"N''N' 0.000 'N' 4.000
* (16)FACIA/PARAPET:
*
* Location Edge_Extend
* No. Ext Facia Bay Bay Left Right Ext
* Ext Id Type Start End Elev Height (ft) (ft) Mount
0
* (17)FACIA/PARAPET GIRTS:
*Ext ----Top---- --Interior- ---Gutter-- ---Back_Panel--- Angle
*Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing
* (18)BASIC LOADS:
* Edge_Strip_Ratio
* Basic Wind_Load_Ratio Zone Col/
* Wind Deflect Factor Width Girt Panel Jamb
12.3 1.00 1.00 3.000 1.07 1.23 1.06
* (19)WIND PRESSURE/SUCTION:
* Wind Wind
* Pressure Suction
10.8 -11.9 . . Girt/Header
13.3 -14.4 . . Panel
10.8 -11.8 . . Jamb
16.0 -16.0 . . Parapet Girt
* (20)GIRT LAPS:
*
* Data Set 1 Set 2 Set_3
* Opt Sets Left Right Quan Left Right Quan Left Right Quan
'-' 0
* (21)GIRT STRAPS:
*
* Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4---
*Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan
'-' 0
* Code file used was EW IBC.00
....�_..�...... a asc✓
14888 Sidewall Design Code 6/02/05 1:48pm
STRUCTURAL CODE:
Design Basis : WS
Hot Rolled Steel : AISC89
Cold Formed Steel : NAUS01
BUILDING CODE:
Wind Code : IBC
Year : 00
Seismic Zone : C
MODULUS OF ELASTICITY
Hot Rolled Steel : 29000 (ksi )
Cold Formed Steel : 29500 (ksi )
14888 Flush Girt Design Report 6/02/05 1:48pm
GIRT LOCATION:
Bay No. Girt Id
Id Girt 1
1 1 4.250
2 1 4.250
3 1 4.250
4 1 4.250
5 1 4.250
6 1 4.250
7 1 4.250
8 1 4.250
9 1 4.250
10 1 4.250
11 1 4.250
12 0
13 0
14 1 4.250
GIRT SPAN:
Bay No. Girt Id
Id Girt 1
1 1 9.83
2 1 9.83
3 1 9.83
4 1 9.83
5 1 9.83
6 1 9.83
7 1 9.83
8 1 9.83
9 1 9.83
10 1 9.83
11 1 9.83
12 0
13 0
14 1 4.83
GIRT SIZE:
Bay No. Girt Id
rage
Id Girt 1
1 1 4X25C16
2 1 4X25C16
3 1 4X25C16
4 1 4X25C16
5 1 4X25C16
6 1 4X25C16
7 1 4X25C16
8 1 4X25C16
9 1 4X25C16
10 1 4X25C16
11 1 4X25C16
12 0
13 0
14 1 4X25C16
GIRT INSIDE FLANGE BRACE:
No._Brace/Bay
1 2 3 4 5 6 7 8 9 10 11 12 13 14
--- --- --- --- --- --- --- --- --- --- --- --- --- ---
0 0 0 0 0 0 0 0 0 0 0 0 0 11
GIRT ACTIONS:
Bay Girt Ld ----Shear(k )--- --Moment(f-k )-- ---Deflect(in)--
Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC
1 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21
WS -0.26 4.24 0.06 0.62 1.22 0.51 0.23 0.98 0.24
2 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21
WS 0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23
3 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21
WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23
4 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.96 0.21
WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23
5 1 WP -0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21
WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23
6 1 WP -0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21
WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23
7 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21
WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23
8 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21
WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23
9 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21
WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23
10 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21
WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23
11 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21
WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23
14 1 WP -0.11 4.24 0.03 -0.13 1.74 0.08 -0.01 0.48 0.03
WS 0.13 4.24 0.03 0.15 1.65 0.09 0.01 0.48 0.03
14888 Wall Panel Report 6/02/05 1:48pm
PANEL DATA:
Bay Part Type Gage Yield
1 R-26 R 26.00 80.0
vi■7/f.wJ awue-D.ouE
Page 5
MOMENTS & DEFLECTION:
Moment(ft-lb/ft)
Span Span LD Support Midspan ---Deflect(in)--
Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC
1 4.25 WP 26.1 144.9 0.18 -18.4 128.0 0.14 -0.04 0.43 0.10
WS -34.7 128.0 0.27 24.5 144.9 0.17 0.06 0.43 0.13
2 3.58 WP 26.1 144.9 0.18 -10.3 128.0 0.08 -0.01 0.36 0.03
WS -34.7 128.0 0.27 13.7 144.9 0.09 0.02 0.36 0.04
14888 Weight Summary 6/02/05 1:48pm
Girts = 227.13
Frame Openings = 0.00
227.13
14888 Sidewall Design Warning Report 6/02/05 1:48pm
. . No Warnings
ENDWALL DESIGN
DESIGN OF FRAME TYPE A AND B)