HomeMy WebLinkAboutStructural Design CalculationsGULF -STATES MANUFACTURERS, INC.
RIGID FRAME STRUCTURAL DESIGN CALCULATIONS
*JOB30123-0; BLDGOI; FRM01; DTLOO; DES REV00; REV DATE10/23/'95; REV TIME0751.*
COMMENT TOP=LEFT
COLUMN LINES:2,3,4,8,9,10,11
SYMMETRY FORCED
D I M
E N S I 0 N S
] L 0
A D I
N G
D A T
A ]' GIRT DEPTH
BUILDING WIDTH
70.00
FEET
]
] DEAD
LOAD-
2.0
LBS/SQ
]
FT J
"BAY SPACING
25.00
FEET
] LIVE
LOAD
12.0
LBS/SQ
FT J
] SNOW
LOAD
0.0
LBS/SQ
FT J
LEFT SIDE
RIGHT SIDE
] WIND
LOAD
26.8
LBS/SQ
FT J
ROOF PLANE WIDTH
'.COLUMN
35.00
35.00
FEET
J AUXI
LOAD-
0.0
LBS/SQ
FT J
ELEVATION
0.00
0.00
FEET
]
J
EAVE HEIGHT
20.00
20.00
FEET
]
J
ROOF SLOPE
1.00
1.00 •
/12.0
J
]
COLUMN OFFSET
8.00
8.00
INCHES
]
J
RAFTER OFFSET
..:'
8.00
----------------------------------------------------------------------------
8.00
INCHES
J
J
8.00 8
S. E G M E N T D A T A
*JOB30123-0; BLDG01; FRM01; DTL00; DES REV00; REV DATE10/23/95; REV TIME0751.*
NOMINAL YOUNG'S YIELD COLUMN OUTER OUTER INNER INNER ,
END CONDITION WEB HEIGHTS MODULUS POINT /RAFTR FLANGE FLANGE WEB FLANGE FLANGE ANALYSIS
SEGMENT SEGMENT NEAR FAR NEAR FAR NEAR FAR E FY OFFSET WIDTH THICK. THICK. WIDTH THICK. LENGTH
NUMBER TYPE JOINT JOINT JOINT JOINT (IN) (IN) (KSI) (KSI) (IN) (IN) (IN) (IN) (IN) (IN) (FEET)
LRFC 1 VARI 1 2 PIN FIX 6.50 27.75 29000.0 50.00 8.00 6.00 0.3125 ,0.1350 6.00 0.3125 18.32
LRFR 1 VARI 2 5 FIX FIX 27.75 9.75.29000.0 50.00• 8.00 5.00 0.3125 '0.1500 5.00 0.3125 14.37
LRFR 2 VARI 5 6 FIX FIX 9.75 27.75 29000.0 50.00 8..00 5.00 0.2500 0.1200 5.00 0.2500 18.93
RRFR 1 VARI 6 7 FIX FIX 27.75 9.75 29000.0 50.00' B.00 5.00 0.2500 0.1200 5.00 0.2500 18.93
:RRFR 2 VARI 7 3 FIX FIX 9.75 27.75 29000.0 50.00 8.00 5.00 0.3125 0.1500 5.00 0.3125 14.37
RRFC 1 VARI 3 4 FIX PIN 27.75 6.50 29000.0 50.00 8.00 6.010 0.3125 0.1350 6.00 0.3125 18.32
P U R L I N, G I R T A N D J O I S T L 0 A D 'P 0 I N T S **
LRFC 0.000OL 4.000OL 7.2917 12.5000* 17.5000L 20.000OL
``LRFR 0.00OOL 2.4531 4.9618* 9.9791* 14.9964* 20.0138* 25.0311* 30.0484* 34.0623*
RRFR 1.0590* 5,0729* 10.0902* 15.10751 20.1249* 25.1422* 30.1595* 35.1213
RRFC 0.000OL 2.5000L 7.5000* 12.7083 16.000OL 20.000OL
*.:-.FLANGE BRACE AT THIS LOCATION
** LOCATIONS ARE GIVEN AS DISTANCES ALONG THE REFERENCE LINE FROM THE LINE PART ORIGIN.
TOTAL WEIGHT OF ONE FRAME
' e
0
3UILDING WIDTH 70.00; BAY SPACING 25.00; EAVE HEIGHT 20.00; ROOF SLOPE 1.00; DEAD LOAD 2 PSF; LIVE LOAD 12 PSF; WIND LOAD 26 PSF
F R A M E D I A G R A M
LRFR _ RRF,R
----------- -----------------
---------------- 5-- ---- 7 ------------------
2/';
] :l
] ]
l ]
L ] „ R ]
R
F ] R ]
] F ]
c : ]. C ]
] ]
] � l
A 4/
A
A
................. ]............... ]................ I ................ ]. .3................I. .l
0 10 20 , 30 40............. 50 60.............. 70
ONE INCH = 6.00 FEET
C L E A R A N C E S
LEFT END RIGHT END MINIMUM
VERTICAL VERTICAL VERTICAL HORIZONTAL
LEFT RIGID FRAME RAFTER 17.21 19.88 17.21 63.94
RIGHT RIGID FRAME RAFTER 19.88 17.21 .17.21 63.94
21
•w
REACT I O N S F O R I E L E,M-ErN T•AVR Yy� LAOyA D S
REACTIONS AT X= 0.00 70.00
VERT 2.92 2.92
DEAD HORI 1.37 -1.37
MOMN 0. 0.
VERT 10.50 10.50
LIVE HORI 5.79 -5.79
MOMN 0. 0.
VERT -22.82 -15.87
WINDIL-R HORI -14.71 4.67
MOMN 0. 0.
VERT -15.87 -22.82
WINDIR-L HORI -4.67- 14.71
MOMN 0. 0.
VERT -13.44 -6.49
WIND2L-R HORI -12.17 2.13
MOMN 0. 0.
VERT -6.49 -13.44
WIND2R-L HORI -2.13 12.17 ,
MOMN 0. 0.
VERT -23.45 -23.45
WEND HORI -8.33 8.33
MOMN 0. 0. °
** THE FRAME WEIGHT WAS ADDED TO THE SPECIFIED DEAD LOAD
R E A C T I O N S F O R L 0 A D C O M B I N A T I O N S
REACTIONS AT X= 0.00 70.00
VERT 13.42 13.42
D+L HORI 7.16 -7.16 '
MOMN 0. 0.
VERT -19.90 -12.95
D+W1(LTOR HORI -13.34 3.30
MOMN 0. 0.
VERT -12.95 -19.90
D+W1(RTOL HORI -3.30 13.34
MOMN 0. 0.
VERT -10.51 -3.57
D+W2(LTOR HORI -10.80 0.76
MOMN 0. 0.
VERT -3.57 -10.51
D+W2(RTOL HORI -0.76 10.80
` MOMN 0. 0.
VERT -20.53 -20.53
D+WEND HORI -6.96 6.96
MOMN 0. 0.
"THE FRAME WEIGHT WAS ADDED TO THE SPECIFIED DEAD LOAD
CONNECTION 1 AT JOINT 1 2 1.000" DIAM XqPmgglgb LONG ASTM A 36 BOLTS WITH NUTS AND OP HOOKS
BASE PLATE IS 0.500 INCHES THICK X 8.0 " WIDE X 8.0000 LONG
1N ZJ ^
.CONNECTION 4 AT JOINT 4 2 1.000" DIAM XlNMVWM LONG ASTM A 36 BOLTS WITH NUTS AND #0 HOOKS
BASE PLATE IS 0.500 INCHES THICK X 8.0 " WIDE X 8.0000 LONG
* *
* WARNING !!!
*. A PURLIN MAY CAUSE
* * PROBLEMS WITH THE KNEE CONNECTION
* *
************************************
c
GULF STATES MANUFACTURERS, INC.
RIGID FRAME STRUCTURAL DESIGN CALCULATIONS
*JOB30123-0; BLDG02; FRMO1; DTL00; DES REV00; REV DATE10/23/95; REV TIME0839.*
COMMENT TOP=LEFT=LOW SIDE
COLUMN LINES:6
SYMMETRY NOT FORCED
• D I M E
N S I O N S
] L 0
A D I
N G
D A T A ] GIRT DEPTH
8.00 8
BUILDING WIDTH
2O.00 FEET
]
] DEAD
LOAD
2.0
J
LBS/SQ FT ]
+BAY SPACING
26.00 FEET
] LIVE
LOAD
12.0
LBS/SQ FT ]
J SNOW
LOAD
0.0
LBS/SQ FT ]
LEFT SIDE RIGHT SIDE
] WIND
LOAD
26.8
LBS/SQ FT ]
ROOF PLANE WIDTH
2O.00 0.00
FEET
] AUXI
LOAD
0.0
LBS/SQ FT J
COLUMN ELEVATION
0.00 0.00
FEET
]
]
EAVE HEIGHT
14.33 16.00
FEET
]
J
ROOF SLOPE
1.00 -1.00
/12.0
]
J
COLUMN OFFSET
8.00 8.00
INCHES
]
RAFTER OFFSET
8.00 0.00
INCHES
---------------------------------------------------------------------------------
]
J
J
S
E G M E N
T'..
D A
T A
*JOB30123-0; BLDG02;
FRM01;
DTL00;
DES REV00; REV DATE10/23/95;
REV TIME0839.*
NOMINAL
YOUNG'S
YIELD
COLUMN
OUTER OUTER
INNER
INNER '
SEGMENT SEGMENT
END CONDITION
NEAR FAR NEAR
WEB HEIGHTS
MODULUS
POINT
/RAFTR
FLANGE FLANGE
WEB
FLANGE
FLANGE ANALYSIS
NUMBER TYPE
FAR
JOINT JOINT JOINT JOINT
NEAR
(IN)
FAR
(IN)
E
(KSI)
FY
(KSI)
OFFSET
WIDTH THICK.
THICK.
WIDTH
THICK. LENGTH
LRFC 1 VARI
1 2 PIN FIX
6.50
13.75
29000.0
50.00
(IN)
8.00
(IN) (IN)
6.00 0.1875
(IN)
0.1200
(IN)
6.00
(IN) (FEET)
0.1875 13.18
LRFR 1 PRIS
RRFC 1
2 3 FIX FIX
13.75
13.75
29000.0
50.00
8.00
5.00 0.1875
0.1200
5.00
0.1875 17.54
VARI
3 4 FIX PIN
13.75
6.50
29000.0
50.00
8.00
6.00 0.2500
'0.1200
6.00
0.1875 14.64
P U R L I N, G I R T
A N D
J O I
S T L
0 A D
P O
I N T S **
LRFC O.000OL
14.3333L
LRFR O.000OL
2.4531* 4.9618 9.9791
14.9964
17.5051*
20.0138L
RRFC O.000OL
16.000OL
n
` - FLANGE BRACE AT
THIS LOCATION
** LOCATIONS ARE GIVEN AS DISTANCES ALONG THE
REFERENCE LINE
FROM THE LINE
PART ORIGIN.
.'OTAL WEIGHT OF ONE
FRAME
l
i'
BUILDING WIDTH 2O.00; BAY SPACING 26.00; EAVE HEIGHT 14.33; ROOF SLOPE 1.00; DEAD LOAD 2 PSF; LIVE LOAD 12 PSF; WIND LOAD 26 PSF
F R A M E D I A G R A M
' LRFR
-- - -- - 3 /
-- - -- - -- - -- - ]
) )
] )
) ]
] )
) )
) ]
) ]
] )
] ]
] R ]
L R }
F ]
R ] C ]
F ] ]
C ] ]
) ]
] ]
] ]
] ]
) ]
)
) )
] ]
) )
1/ 4/
A A
]................................. ]................................. ]
0 10 20
ONE INCH = 3.00 FEET
C L E•A R A N C E S
LEFT END RIGHT END MINIMUM
VERTICAL VERTICAL VERTICAL HORIZONTAL
LEFT RIGID FRAME RAFTER 12.64 14.00 12.64 16.31
R E A C T I O N S
F O R
E L E M E N T A R Y L 0 A D S A
REACTIONS AT X=
0.00
20.00
VERT
0.84
0.88
DEAD HORI
0.09
-0.09
MOMN
0.
0.
• VERT
3.12
3.12
LIVE HORI
0.39
-0.39
MOMN
0.
0.
VERT
-9.69
-4.24
WINDIL-R HORI
-3.89
-3.57
MOMN
0.
0.
VERT
-0.49
-8.57
WINDIR-L HORI
4.79
4.25
MOMN
0.
0.
VERT -6.91 -1.46
WINDIL-R HORI -5:54 -1.93
MOMN 0.1 0.
VERT 2.30 -5.78
WIND2R-L HORI 3.14 5.89
MOMN 0. 0.
** THE FRAME WEIGHT WAS ADDED TO THE SPECIFIED DEAD LOAD
R E A C T I O N S F O R L 0 A D C O M B I N A T I O N S
REACTIONS AT X= 0.00 20.00
VERT 3.96 4.00
D+L HORI 0.48 -0.48
MOMN 0. 0.
VERT -8.85 -3.36
D+W1(LTOR HORI -3.81 -3.66
MOMN 0. 0.
VERT 0.35 -7.69
D+W1(RTOL HORI 4.87 4.16
MOMN 0. 0.
VERT -6.07 -0.57
D+W2(LTOR HORI -5.45 -2.01
MOMN . 0. 0.
VERT 3.14 -4.90
D+W2(RTOL HORI 3.23 5.81
MOMN 0. 0.
** THE FRAME WEIGHT WAS ADDED TO THE SPECIFIED DEAD LOAD
CONNECTION 1 AT JOINT 1 2 0.750" DIAM X1§WPPWPLONG ASTM A 36 BOLTS WITH NUTS AND 00 HOOKS
BASE PLATE IS 0.500 INCHES THICK X 8.0 " WIDE X 8.0000 " LONG
:ONNECTION 4 AT JOINT 4 2 0.750" DIAM X19WY9"- LONG ASTM A 36 BOLTS WITH NUTS AND W HOOKS
BASE PLATE IS 0.500 INCHES THICK X 8.0 " WIDE X 8.00001-" LONG