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CURVELINE 180° MANSARD STRUCTURAL ANALYSIS DESIGN EXAMPLE*
*ENGINEERING CALCULATIONS REPRESENTED HEREIN ARE FOR ILLUSTRATION PURPOSES ONLY, AND ARE NOT
IN ACCORDANCE WITH ANY SPECIFIC CODE. PLEASE CONSULT WITH A QUALIFIED DESIGN PROFESSIONAL AND
LOCAL BUILDING CODES BEFORE ATTEMPING TO DEVELOP A CURVED SPAN TABLE.
DESIGN LOADS PROVIDED BY JOB SPECIFICATIONS OR A QUALIFIED DESIGN PROFESSIONAL.
DESIGN LOADS* |
| LIVE |
40 PSF (SNOW) |
| DEAD |
2 PSF (PANEL) |
| WIND1 |
88 PSF (UPLIFT) |
SKETCH OF MANSARD CONFIGURATION FOR COMPUTER ANALYSIS SHOWING ASSUMED MEMBERS
AND JOINT LOCATIONS TO ALLOW PANELS TO APPROXIMATE A RIGID MEMBER
| TABLE OF JOINT CO-ORDINATES FOR VARYING RADII |
| RADIUS |
JOINT 1 |
JOINT 2 |
JOINT 3 |
JOINT 4 |
JOINT 5 |
JOINT 6 |
JOINT 7 |
JOINT 8 |
JOINT 9 |
| 2'-0" |
0, 0 |
0.15, 0.77 |
0.59, 1.41 |
1.23, 1.85 |
2, 2 |
2.77, 1.85 |
3.41, 1.41 |
3.85, 0.77 |
4, 0 |
| 4'-0" |
0, 0 |
0.3, 1.53 |
1.17, 2.83 |
2.47, 3.7 |
4, 4 |
5.53, 3.7 |
6.83, 2.83 |
7.7, 1.53 |
8, 0 |
| 6'-0" |
0, 0 |
0.46, 2.3 |
1.76, 4.24 |
3.7, 5.54 |
6, 6 |
8.3, 5.54 |
10.24, 4.24 |
11.54, 2.3 |
12, 0 |
| 8'-0" |
0, 0 |
0.61, 3.06 |
2.34, 5.66 |
4.94, 7.39 |
8, 8 |
11.06, 7.39 |
13.66, 5.66 |
15.39, 3.06 |
16, 0 |
| 10'-0" |
0, 0 |
0.76, 3.83 |
2.93, 7.07 |
6.17, 9.24 |
10, 10 |
13.83, 9.24 |
17.07, 7.07 |
19.24, 3.83 |
20, 0 |
| 12'-0" |
0, 0 |
0.91, 4.59 |
3.51, 8.49 |
7.41, 11.09 |
12, 12 |
16.59, 11.09 |
20.49, 8.49 |
23.09, 4.59 |
24, 0 |
| 14'-0" |
0, 0 |
1.07, 5.36 |
4.1, 9.9 |
8.64, 12.93 |
14, 14 |
19.36, 12.93 |
23.9, 9.9 |
26.93, 5.36 |
28, 0 |
THE MAXIMUM BENDING MOMENTS FOR THE DESIGN LOADS AND RADII ARE AS FOLLOWS (FROM COMPUTER OUTPUT)
| RADIUS |
SPAN |
LIVE |
WIND |
| (ft-in) |
(ft-in) |
(ft-lbs/ft) |
(ft-lbs/ft) |
| 2'-0'' |
4'-0'' |
15 |
146 |
| 4'-0'' |
8'-0'' |
60 |
586 |
| 6'-0'' |
12'-0'' |
134 |
1318 |
| 8'-0'' |
16'-0'' |
239 |
2343 |
| 10'-0'' |
20'-0'' |
373 |
3661 |
| 12'-0'' |
24'-0'' |
537 |
5272 |
| 14'-0'' |
28'-0'' |
731 |
7176 |
TTHE GRAPH AT RIGHT CHARTS THE
MAXIMUM MOMENT CREATED
AS A RESULT OF WIND UPLIFT
THE VARYING RADII.
THE GRAPH CAN BE USED TO
DETERMINE THE ALLOWABLE SPANS
FOR CURLINE PANEL PROFILES "A"
THROUGH "X" BY PLUGGING THE
MINIMUM SECTION MODULUS FOR EACH
PROFILE INTO THE FOLLOWING
FORMULA.*
Mmax = Fb x Sx/12
WHERE:
Fb IS TAKEN AS 0.6*Fy
Fy = 50 KSI (ASSUMED)
Sx IS THE PANEL'S NEGATIVE
BENDING PROPERTY |
|
CURVELINE 180° MANSARD
EXAMPLE SPAN TABLE*
| PROFILE |
GA. |
Sx |
Mmax |
SPAN |
| E |
24 |
0.112 |
280 |
5'-6'' |
|
MAXIMUM PANEL SPAN BEFORE CURVING: 5'-0"
MAXIMUM PANEL SPAN AFTER CURVING: 5'-6"
|
|
SPAN INCREASE FROM CURVING: 10%
|
DESIGN CONDITIONS:
-
SECTION MODULUS ARE MINIMUM PER PROFILE. SEE CURVELINE PROFILE SHEET FOR PANEL CONFIGURATION.
- PANELS WERE ASSUMED TO BE GRADE "A" Fy = 50 KSI IN DETERMINING SPANS.
- NO INCREASE WAS TAKEN DUE TO LOADS BEING SHORT TERM WIND.
- PANEL SPAN IS THE HORIZONTAL DISTANCE FROM SUPPORT TO SUPPORT. CONSULT CURVELINE INC. FOR
TYPICAL OR CUSTOM FRAMING DETAILS.
- EXAMPLE SPAN TABLES DO NOT TAKE INTO ACCOUNT WEB CRIPPING, SHEAR, COMBINED SHEAR AND BENDING
EFFECTS, OR DEFLECTION LIMITS
1 WIND LOADS ACTING NORMAL TO THE PANEL SURFACE, WITH POSITIVE AND NEGATIVE PRESSURES
COMBINED TO CREATE A WORST CASE EFFECT
* ENGINEERING CALCULATIONS REPRESENTED HEREIN ARE FOR ILLUSTRATION PURPOSES ONLY, AND ARE NOT
IN ACCORDANCE WITH ANY SPECIFIC CODE. PLEASE CONSULT WITH A QUALIFIED DESIGN PROFESSIONAL AND
LOCAL BUILDING CODES BEFORE ATTEMPING TO DEVELOP A CURVED SPAN TABLE.
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