09-0500 (RER) Structural CalcsStructura I
Ca Iculations
Green
Remodel
48-225 Paso Tiempo Ln.
La Qu in ta, CA
May 1, 2009 CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
�', APPROVED
FOR CONSTRUCTION
MAY 19'2009
Scope of Work:
Removal of Baring Wall Replacing it with a Beam
j HA
James G. McIntosh
Architecture and Engineering
73-995 EI Paseo, Suite 201
Palm Desert, CA 92260
(760) 346-6155
FAX: (760) 346-8842
;rz7p
Page No. of Pages
Date:
JHA Job Name: Green
James G. McIntosh Calculation 3y. J. MAC
Architecture and Engineering Checked By
Design Criteria
2002 Loads,
CLAY ROOF TILE
10.0
PSF
5/8" PLYWOOD
2.0
PSF
FRAMING
4.0
PSF
INSULATION
1.0
PSF
5/8" DRY WALL
3.0
PSF
MISC.
1.0
PSF
TOTAL DEAD LOAD: (Sloped)
21.0
PSF
Per CBC
LATERAL ANALTS138
5918MIC Sds = 1.0 R = 6.5
Cs = 1_0 = .1538 LRFd
6.5
_ .109 ASD
wind 85 MPH. EXP. 'C' Enclosed Method 1
Zone A Worst Case = 15.9 PSF.
=.1.21 15.9 x 1.21 = 19.23 PSF
3011 PRESSUIRE8 1,500 PSF.
20 PSF
i -11 tN
JHA
James G. McIntosh
Architecture and Engineering
Page No. of Pages
Date:
Job Name: Green
Calculation 8y. J. MAC
Checked By.
i°
e
Page No. of Pages
Date:
Job Name: Green
James G. McIntosh Calculation By. J. MAC
Architecture and Engineering Checked By.
W(DL) TW x DL= #/FT.
WDL =24 x 21= 504#/FT.
0TW=24'—O" W LL =24 x 20= 480#/FT.
26'-01-
DLL
6'-0"DLL = 6552# DLR = 6552#
LL u =6240# LLR = 6240#
USE: 5 1/8 x 24
Douglas Fir, 24F—V8
W(DL) 7 TW x DL= #/FT.
QTW=
DLL = DLR =
LL L = LLR
USE:
PAD FOOTING: P= 12.8K
DIM= 12.8/1.5 2.92
USE: 3'x3'x18" DEEP
w/#5 BARS ® 6" 0/C. E.W.
r
r�
Title : Job #
Dsgnr: Date: 3:08PM, 30 APR 09
Description
Scope
Rev: 580005
User. KW -0602003, Ver 5.8.0, 1 -Dec -2003 Timber Beam Joist Page 1
t, iiaaz-)nnv cmrorai r c..,.�.,ve:,�,. c,.e,.,�.e ----- -- -. ---
Description Green Beam
Timber Member Information
Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined.
Span
Beam 1
Timber Section
Dead Load
#/ft
5.125x24
Beam Width
in
480.00
5.125
Beam Depth
in
Mmax @ Center
24.000
Le: Unbraced Length
ft
ft
2.00
Tlmber Grade
psi
Douglas Fir, 24F -
Fb : Allowable
psi
2,718.8
v8
FID - Basic Allow
psi
fv : Actual
2,400.0
Fv - Basic Allow
psi
psi
250.0
Elastic Modulus
ksi
Shear OK
1,500.0
Load Duration Factor
@ Left End DL
1.250
Member Type
LL
lbs
Glul-am
Repetitive Status
lbs
12791.99
No
Center Span Data
Span
ft
26.00
Dead Load
#/ft
504.00
Live Load
#/ft
480.00
Results
Ratio =
0.7459
Mmax @ Center
in -k
997.78
@ X =
ft
13.00
fb : Actual
psi
2,028.0
Fb : Allowable
psi
2,718.8
Bending OK
fv : Actual
psi
132.3
Fv : Allowable
psi
312.5
Shear OK
Reactions
@ Left End DL
lbs
6,552.00
LL
lbs
6,240.00
Max. DL+LL
lbs
12791.99
@ Right End DL
lbs
6,552.00
LL
lbs
6,240.00
Max. DL+LL
lbs
12791.99
Deflections
Ratio OK
Center DL Defl
in
-0.585
L/Defl Ratio
533.2
Center LL Defl
in
-0.557
L/Defl Ratio
559.9
Center Total Defl
in
-1.142
Location
ft
13.000
L/Defl Ratio
273.1
I
Title :
Job #
Dsgnr: '
Date: 4:01 PM, 12 MAY 09
Description
Scope
Rev: 580006
User: KW-0602003,Ver 5.8Nov
(c)19832006 ENERCALC Engineering Software
Timber Column Design
Page 1
green. eow:Calculations
Description Col at 24" GLB
General Information
ide Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Wood Section
6x6
Total Column Height
10.00 ft
Rectangular Column
Load Duration Factor
1.00
Column Depth (along y -y axis)
5.50 in
Fc
1,400.00 psi
Width (along x -x axis)
5.50 in
Fb
825.00 psi
Sawn
E - Elastic Modulus
1,600 ksi
•
Douglas Fir- Larch (North), No. 1/
Unbraced length for "y -y" axis sideways deflection 10.00 ft
Unbraced length for "x -x" axis sideways deflection 10.00 ft
Lu XX for Bending
0.00 ft
Loads
Dead Load
Live Load
Short Term Load
Axial Load
.6,552.00 lbs
6,240.00 lbs
0.00 lbs
Eccentricity 0.000in
Summary
Column OK
Using: 6x6, Width= 5.50in, Depth= 5.50in, Total Column
Ht= 10.00ft
DL+LL
DL+LL+ST
DL+ST
fc : Compression
422.88 psi
422.88 psi
216.60 psi
Fc: Allowable
797.35 psi
797.35 psi
797.35 psi
fbx : Flexural
0.00 psi
0.00 psi
0.00 psi
F'bx : Allowable
825.00 psi
825.00 psi
825.00 psi
Interaction Value
0.5304
0.5304
0.2716
Stress Details
Fc: X -X
797.35 psi
For Bending Stress Calcs...
Fc: Y -Y
797.35 psi
Max k'Lu / d
50.00
F'c : Allowable
797.35 psi
Le : Bending
0.00 ft
F'c:Allow' Load Dur Factor
797.35 psi
(Lu-xx ' NDS Table 3.3.3
factor)
F'bx
F'bx' Load Duration Factor
825.00 psi
825.00 psi
Rb: (Led/ b^2) ^.5
1.000
Min. Allow k'Lu / d
11.00
Cf:Bending
1.000
For Axial Stress Calcs...
Cf : Axial
1.000
Axial X -X k Lu / d
21.82
Axial Y -Y k Lu / d
21.82
I