04-3445 (SFD) Revision 1 Structural CalcsDESIGNER:
CLIENT:
STRUCTURAL CALCULATIONS
FOR
THE SOBA RESIDENCE
A CUSTOM HOUSE
AT
LOT # 8, THE TRADITION
BEACON DRIVE WEST
LA . QUINTA, CA.
JOB #4135
10/9/2003
MARK E. LANDOLF
SOBA CONSTRUCTION
NASRALLAH NICHOLAS ABOUFADEL
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE 41(304 BY
R F STRUCTURAL CONSULTANQ'S,-INC.
-=---______
44100 MONTEREY AVE., SUITE 201-C, PALM DESERT, CA. 92260
PHONE (760) 836-1000 FAX (760) 836-0856 A�
�i
ZW Cic.."
79--5q, N oR wss'r oFFi[p-roW/
v
DESIGN CRITERIA
ROOF LOAD 4 TO 12 SLOPE
TILE ROOF =
10.00 psf
PLYWOOD =
2.50 psf
TRUSSES =
3.00 psf
DRYWALL
= 2.50 psf
INSULATION
= 1.00 psf
MISCELLANEOUS
= 5.00 psf
DEAD LOAD
= 24.00 psf
LIVE LOAD
= 16.00 psf
TOTAL LOAD =
40.00 psf
ROOF LOAD 1/4 TO 12 SLOPE
BUILT-UP ROOF
= 6.00 psf
PLYWOOD
= 2.50 psf
TRUSSES
= 3.00 psf
DRYWALL
= 2.50 psf
INSULATION
= 1.00 psf
' MISCELLANEOUS =
5.00 psf
DEAD LOAD
= 20.00 psf
LIVE LOAD
= 20.00 psf
TOTAL LOAD =
40.00 psf
SEISMIC ZONE 4 FAULT TYPE A
Na =1.0 APPROXIMATELY 12.00 Km TO FAULT
SOIL PROFILE Sd SEISMIC COEFFICIENT Ca = 0.44 Na
STRUCTURAL SYSTEM R = 4.5
SEISMIC FACTOR = (2.5 x 0.44 x 1.00 x 1.00)/(1.4 x 4.5) = 0.175W
SEE CALCULATIONS FOR p FACTOR
WIND EXPOSURE C
WIND SPEED 70
MAXIMUM HEIGHT 15 ft.
MAXIMUM HEIGHT 20 ft.
MAXIMUM HEIGHT 25 ft.
WIND FACTOR =17.36
psf
WIND FACTOR =18.51
psf
WIND FACTOR =
19.49 psf
SOIL BEARING PRESSURE = 1500 psf (ASSUMED)
1997 UNIFORM BUILDING CODE / 2001 CALIFORNIA BUILDING CODE
COMPANY PROJECT �7
,r• 4Kr
1/fWorksgj�16
ADHWARL
Sep. 17, 2003 11:27:23 Soba Lot 8 Tract 28611 Beam #1- Casita
Exterior Wall
Design Check Calculation Sheet
Sizer 2002a
I LOADS: ( lbs, psf, or pff )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
Shear
525
Total
Start End
Start End
Load?
Loadl
Dead
Full Area
24.00(10.50)*
1200
No
Load2
Live
Full Area
16.00(10.50)*
L/360
No
Load3
Dead
Full Area
15.00 (3.00)*
L/240
No
x'rributary wiatn (rt)
MAXIMUM REi
TIONS (Ibs) and BEARING LENGTHS (in) :
A
.r ....., .:�.: r .� ..t.,,r• v::.+.:,,' . .. t......... .f . ... ... .. ; ,...,'... ... t. '+! - ?i5�:. .ta. y ;-:`.i''` .,.n�;_'.�%i!
...M ..r.. r...... p... t..... , : ....•..... -.: r.. .,..... .:. r...a...r...>. .... s>..>.... >.-:4:5 .... ........::}r[:i;:> �� F�1 ::i:'i:� {�;yr:•:'�.,�.
,.,.w.„..,r. ......:.......•t, : 4..,......Y.,:..r..::. ..r., .:...,..,....,r...:..F .,.:..,r...... f.:::..,Y.a .::::.o....Y.,., .,s,. . 1:.:.: -
.. .... .. <... .:... _....... _,.. ... :. _.. .. _>..... ... �:;p,;„:.x .aa.:is.:X,�• ,sl:', 9:its.:Y.':; %Fy:�L`��sfi�G«r t...F:+.v
r....,.,, .. .,, .. _. a.. ...+. .... .,e_. ... .. ...:-. ...: a., ...:-:�-..::. _:�... .. .., .. .�.. .... .....:. .: r :..5'::•+>. ... t:_..::ti ::rJ'a..,.<trn,.:i :::
r., �., .. ..\t.,+.n.. ., ;,\. ,...>J.\„�>...,_��.., a_)\,✓-..:._,art,.._,�v..ya.�:,..,-..:_.a:.v:,,.,�..:n)„�Jl...�.::.,.,.,:.\^:i_•.�-?:�,.::�1�:>-•:)'�:.;.,::<tv'i::::.>;a..r<rgl"i.�:.`_: r�•a:.n\r'i:•>`. ]", -
>:Vut�
i` �'r'rr-c`t•Li
I
0' 6' -3 -
Dead
959
sis Value
959
Live
525
Shear
525
Total
1484
85
1484
Bearing:
fb
= 540
Fb' =
1200
fb/Fb' = 0.45
Live Defl'n
0.02
Length
1.0
L/360
1.0
Timber -soft, D.Fir-L, No. 1, 6x8" ,
Self Weight of 9.8 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Anal
sis Value
Design
Value
Analysis/Design
Shear
fv @d
= 43
Fv' =
85
fv/Fv' = 0.51
Bending(+)
fb
= 540
Fb' =
1200
fb/Fb' = 0.45
Live Defl'n
0.02
= <L/999
0.21 =
L/360
0.09
Total Defl'n
0.07
= <L/999
0.31 =
L/240
0.22
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2
F1' = 85 1.00 1.00 1.00 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending(+): LC# 2 = D+L, M = 2318 lbs -ft
Shear : LC# 2 = D+L, V = 1484, V@d = 1187 lbs
Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
r
COMPANY PROJECT 3
f
Woo.dWork-s' ` "/036
AW f WAw^c la)k,SYfiUi1 iit�7(:N
Sep. 17, 2003 11:30:14 Soba Lot 8 Tract 28611 Beam #2- Cart
Garage Door
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
Shear
575
Total
Start End
Start End
Load?
Loadl
Dead
Full Area
24.00(11.50)*
Bearing:
No
Load2
Live
Full Area
16.00(11.50)*
L/360
No
Load3
Dead
Full Area
15.00 (3.00)*
L/240
No
x•1•r11JUtary wldtn tit)
MAXIMUM REA
0'
;TIONS (Ibs) and BEARING LENGTHS (in) :
Y ... �::.,.... �t :::.:_::T.V ;:>;;;. .;�%t..i :i�^:..:; r�:4'.; >.T'i�".'•� ><.S".a a.7',: :�:X:.: >�x�r,: ;?X::.; :,
...n .>.. t... <9.. ( y. c .: r: •..;,:. ?.n ., nh> "f�'`'. ,,,�'? `<�r ::nk:''-`+ :`tk:':
::::..>r.�<.:�„:,:,„: :..• ... :�.,:, ,.:�.� .:�,..:,:::.,.:r>: .:�,'-..:: ,.:.:: ,.:.,...,:: ,,.::. .::r.,..,:: „;::: �,t::�,. .,f:�::' ;if�'�: it�i• iii>i: '%;la*,�i�>A.'' n?i;
r. f..
"
".. .... .. ...... .. ..".. ...... .. <... .... .. i_1...:. .mss. ..1.. ...... y.-a:'r...;:::.:7%:!'t::. - "`.1 ".':l=%:
}
...n_. `' . ,.:....r .,..., ..-.:.. .r._... r., ..,....r .. ..�.....c.a ......� .4,,.-.t:.. :*t�;.,!r.t} ;xt'i.,: ..+,+:;'."�> �:;' ;ay;:r,..; �.�±: .:.c} .:7?�'�� ?i':;•t�.;-�i:'t
::I...t.T.....t.......:............�.T...4..r.e.tti...Y,,.v.,�.T......,,.,....7 ....4....o.t�T... .,,. a. ..i.i ,,:>.. .:T.': i+t.. �v7... :S:T$. .+F.. .iP.
6'-3"
Dead
1034
Value
1034
Live
575
Shear
575
Total
1609
85
1609
Bending(+)
fb =
585
Fb' =
Bearing:
fb/Fb' = 0.49
Live Defl'n
0.02 =
Length
1.0
L/360
1.0
0V- (�
Timber -soft, D.Fir-L, No. 1, 6ww'
Self Weight of 9.8 plf automatically included in loads; 4X 2 -
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear
fv @d =
47
Fv' =
85
fv/Fv' = 0.55
Bending(+)
fb =
585
Fb' =
1200
fb/Fb' = 0.49
Live Defl'n
0.02 =
<L/999
0.21 =
L/360
0.10
Total Defl'n
0.08 =
L/993
0.31 =
L/240
0.24
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2
Fv' = 85 1.00 1.00 1.00 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 - 2
Bending(+): LC# 2 = D+L, M = 2514 lbs -ft
Shear : LC# 2 = D+L, V = 1609, V@d = 1287 lbs
Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
11
COMPANY PROJECT
WoodWor&' y 3
t
Sep. 17, 2003 11:35:47 Soba Lot 8 Tract 28611 Beam #3- Between
Cart and Car Garage
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
fv @d = 79
fb = 1299
0.17 = <L/999
0.60 = L/355
1704
Total
Start End
Start End
Load?
Loadl
Dead
Full Area
24.00(12.00)*
Bearing:
No
Load2
Live
Full Area
16.00(12.00)*
1.00
No
Load3
Dead
Full Area
15.00 (2.00)*
No
x'1'rioutary wiatn (rt)
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0'
17'-9"
Dead
2984
Design Value
2984
Live
1704
fv @d = 79
fb = 1299
0.17 = <L/999
0.60 = L/355
1704
Total
4688
1.00 1.000
4688
Fv' = 190 1.00
1.00
1.00
2
Bearing:
1.00
1.00
-
Length
1.4
1.00
1.4
Glulam-Simple, VG West.DF, 24F -V4, 5-118x15" vj/��~ck°-rOk cO,Md¢-r
Self Weight of 18.26 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis Value
Design Value
Analysis/Design
FACTORS: F CD
Shear
Bending(+)
Live Defl'n
Total Defl'n
fv @d = 79
fb = 1299
0.17 = <L/999
0.60 = L/355
Fv' = 190
Fb' = 2387
0.59 = L/360
0.89 = L/240
fv/Fv' = 0.41
fb/Fb' = 0.54
0.28
0.68
1.00
1.00 1.000
1.00 0.995 1.00 1.00 2
Fv' = 190 1.00
1.00
1.00
2
ADDITIONAL DATA:
FACTORS: F CD
CM
Ct CL
CF CV Cfu Cr LC#
Fb'+= 2400 1.00
1.00
1.00 1.000
1.00 0.995 1.00 1.00 2
Fv' = 190 1.00
1.00
1.00
2
Fcp'= 650
1.00
1.00
-
E' = 1.8 million
1.00
1.00
2
Bending(+): LC# 2 = D+L, M = 20804 lbs -ft
Shear : LC# 2 = D+L, V = 4688, V@d = 4028 lbs
Deflection: LC# 2 = D+L EI=2594.49e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads
occur at 1/3 points of a span (NDS Table 5.3.2).
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
M
COMPANY PROJECT
'
WoodWorks4�
.i�:'f SvpgE tUk_5i'i:i.f'T eit3/(:,Y
Sep. 17, 2003 11:39:47 Soba Lot 8 Tract 28611 Beam #4- Left
Elevation at Bedroom 3
Design Check Calculation Sheet
Sizer 2002a
LOADS: ('lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
Shear
575
Total
Start End
Start End
Load?
Loadl
Dead
Full Area
29.00(11.50)*
1200
No
Load2
Live '
Full Area
16.00(11.50)*
L/360
No
Load3
Dead
Full Area
15.00 (2.00)*
L/240
No
*Tributary Width (tt)
u1 T`L`M IJIM -1.1
,TIONS (Ibs) and BEARING LENGTHS (in) :
,.. ..:.. ._+. .... ,. i. ...,. ......f :<.... .... r..... k . ......... .....y.,.,..+��..........3 +. .... f...u.,.u. ..:..... t..... to .....1..�.nl.�.,.
+.,a.:.,.-.
..l... 5.. ... .4.......,..., r.. .,.. �..:... .,. ..4...,.:......�..................:..::.:...•�r4.:::�;.....::v.L. .... :.,. ::_.y-.:...... ':::4.... _ ';::4.:.. .�1... ���:�
.f..:...r....r ...r ..... .. .- ......r......_..:..,.r..:. .....:..+.4. ,. .._-..:.,...s,... --.... t r. ,. x.... .. .r..,. .. :. :':/.r.��%�:5.�;:..^r�
. ..4 f .v 1 ..v x.. i .... t.... .. ..... 1. ..v. ., r. ..tas,.!>a.... •>.4':'.i'::ix::.....4 ,.. b. ..4.. :�:kt�: /:;'�.T i.i :.:.7>"
.. .}... is ..... ,....: .. ...... > v ...... .... .... .,..-. _ ..
x. ..• . t... . {. :,,r,..- ,. t,>..: , r.: >... .: . r. ta,. ... . x>._. i t.x. >t.a. .:.j.. t.w.... . iia': �^-r'�?i rli?
...:.v..�.....;2a..o-L.......F,:,.;i>i.T....,,....�..�:.....:.r... ,.+T .............. .., ...:. ... ... �...T....., .+.t. xP.....,. �Li:,.. t. 4.. e:t.>i.T... .+7.. �.'C .�', `""1:::i"L?.,
.............r. �...,,:...<..Y. ,...,.+..<.... ,...,,...<..k ..... ,:,..,..Y..... ,-...,.,r......... _.... ., ..+..._,_ t..., .... _.......,.......<.3 :...5,...,,..Y. ,......,..,..r...::,,.:-.::�:,Y + 2i�'%?'P'z',
:..a,. �,.v.: S �..:..�r�-.,yi. .,..v. .>., �+,.:...�.,_ :,<+.....v::..:_ �...,. .,.vw.:-: b..., .,..,,c-v_.3.<a.. >::�. ., ,,.`�:r >:i�s'�•n:H,G... a:kt� ..1:. -� a.l;t � S.k-t
0'
6'-3"
Dead
987
Value
987
Live
575
Shear
575
Total
1562
85
1562
Bearing:
fb =
568
Fb' =
1200
fb/Fb' = 0.47
Live Defl'n
0.02 =
Length
1.0
L/360
1.0
Timber -soft, D.Fir-L, No. 1, 6x8"
Self Weight of 9.8 pff automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear
fv @d =
45
Fv' =
85
fv/Fv' = 0.53
Bending(+)
fb =
568
Fb' =
1200
fb/Fb' = 0.47
Live Defl'n
0.02 =
<L/999
0.21 =
L/360
0.10
Total Defl'n
0.07 ='<L/999
0.31 =
L/240
0.23
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'+= 1200 1.00 1.00 1.00 1.000 '1.00 1.000 1.00 1.00 2
Fv' = 85 1.00 1.00 1.00 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending(+): LC# 2 = D+L, M = 2990 lbs -ft
Shear : LC# 2 = D+L, v = 1562, V@d = 1249 lbs
Deflection: LC# 2 = D+L EI= 309.37e06 lb -int
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY PROJECT
1 , .
WoodWorks' y�
SDEMARE 1.
Sep. 17, 2003 11:47:32 Soba Lot 8 Tract 28611 Beam #5- Hallway by
Bedroom 2
Design Check Calculation Sheet
Sizer 2002a
I LOADS: ( lbs, psf, or pif )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
Shear
420
Total
Start End
Start End
Load?
Loadl
Dead
Full Area
24.00(10.00)*
1170
No
Load2
Live
Full Area
16.00(10.00)*
L/360
No
Load3
Dead
Full Area
15.00 (1.00)*
L/240
No
Tributary Width (Lt)
MAXIMUM REACTIONS
0'
ana t5t:AKINU LtNU I fib (In) :
5'-3"
Dead
685
Value
685
Live
420
Shear
420
Total
1105
95
1105
Bearing:
fb
= 568
Fb' =
1170
fb/Fb' = 0.49
Live Defl'n
0.02
Length
1.0
L/360
1.0
Lumber -soft, D.Fir-L, No.2, 4x8" A LT : L
Self Weight of 6.03 plf automatically included in loads; 6 X 6Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis
Value
Design
Value
Anal sis/Desi n
Shear
fv @d
= 50
Fv' =
95
fv/Fv' = 0.53
Bending(+)
fb
= 568
Fb' =
1170
fb/Fb' = 0.49
Live Defl'n
0.02
= <L/999
0.17 =
L/360
0.09
Total Defl'n
0.05
= <L/999
0.26 =
L/240
0.20
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr
LC#
Fb'+= 900 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00
2
Fv' = 95 1.00 1.00 1.00
2
Fcp'= 625 1.00 1.00
-
E' = 1.6 million 1.00 1.00
2
Bending(+): LC# 2 = D+L, M = 1451 lbs -ft
Shear : LC# 2 = D+L, V = 1105, V@d = 851 lbs
Deflection: LC# 2 = D+L EI= 177.83e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS
Clause 4.4.1.
n,
I
COMPANY PROJECT
WoodWorks""
.ii�F'14>'Ane kUH,44'4i11U t7t!!GN
Sep. 17, 2003 11:58:30 Soba Lot 8 Tract 28611 Beam #6- Foyer
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Start End
Location [ft]
Start End
Pattern
Load?
Loadl
Dead
Full Area
24.00 (x-.90) *12
95
No
Load2
Live
Full Area
16.00 (8..90) *I Z_
1170
No
Load3
Dead
Full Area
15.00 (5.00)*
L/360
No
Load4
Dead
Point
408
2.00
No
Loads
Live
Point
260
2.00
No
F'i'rioutary wiatn Irt)
MAXIMUM
0' 3'-9"
Dead
702
Value
730
Live
361
Shear
379
Total
1064
95
1108
Bearing:
fb =
519
Fb' =
1170
fb/Fb' = 0.44
Live Defl'n
0.01 =
Length
1.0
L/360
1.0
Lumber -soft, D.Fir-L, No.2, 4x8" 0�z_ V`'5 e- & x
Self Weight of 6.03 plf automatically included in loads; p, f; r L A) q
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear
fv @d =
51
Fv' =
95
fv/Fv' = 0.54
Bending(+)
fb =
519
Fb' =
1170
fb/Fb' = 0.44
Live Defl'n
0.01 =
<L/999
0.13 =
L/360
0.05
Total Defl'n
0.02 =
<L/999
0.19 =
L/240
0.12
0 k-
-
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'+= 900 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2
Fv' = 95 1.00 1.00 1.00 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending(+): LC# 2 = D+L, M = 1325 lbs -ft
Shear : LC# 2 = D+L, V = 1097, V@d = 862 lbs
Deflection: LC# 2 = D+L EI= 177.83e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Savor lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY PROJECT 9
'WoodWorks yf36
.. 1fmysv'%RC emit. 45'f V& zw's- C;'V
Sep. 17, 2003 12:01:53 Soba Lot 8 Tract 28611 Beam #7- Courtyard
Entrance
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Start End
Location [ft]
Start End
Pattern
Load?
Loadl
Dead
Full Area
24.00 "--00)*6
85
No
Load2
Live
Full Area
16.00 (4--00)*6
1200
No
Load3
Dead
Full Area
15.00 (8.00)*
L/360
No
Load4
Dead
Point
490
7.25
No
Loads
Live
Point
312
7.25
No
'Tributary width (tt)
MAXIMUM REACTIONS fibs) and BEARING LENGTHS (in) :
01
B.
Dead
949
Value
1347
Live
285
Shear
539
Total
1234
85
1886
Bearing:
fb =
612
Fb' =
1200
fb/Fb' = 0.51
Live Defl'n
0.02 =
Length
1.0
L/360
1.0
Timber -soft, D.Fir-L, No. 1, 6x8" D �-/ - No Z
Self Weight of 9.8 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; /` <
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear
fv @d =
61
Fv' =
85
fv/Fv' = 0.72
Bending(+)
fb =
612
Fb' =
1200
fb/Fb' = 0.51
Live Defl'n
0.02 =
<L/999
0.27 =
L/360
0.09
Total Defl'n
0.14 =
L/699
0.40 =
L/240
0.34
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC#
Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2
Fv' = 85 1.00 1.00 1.00 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending(+): LC# 2 = D+L, M = 2629 lbs -ft
Shear : LC# 2 = D+L, V = 1847, V@d = 1678 lbs
Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY PROJECT IWoodV�I� res q
.'i3P'fSYi1Be li>k. t?'iii.)U iR�Y4.Y
Sep. 17, 2003 12:21:58 Soba Lot 8 Tract 28611 Beam #8- Office
Window
Design Check Calculation Sheet
Sizer 2002a
I LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
Shear
600
Total
Start End
Start End
Load?
Load!
Dead
Full Area
24.00(12.00)*
1200
No
Load2
Live
Full Area
16.00(12.00)*
L/360
No
Load3
Dead
Full Area
15.00 (2.00)*
L/240
No
*Tributary Width (tt)
MAXIMUM REQ
;TIONS (Ibs) and BEARING LENGTHS (in) :
k.J,.....;�.:.>: Hf.,. ,.::4 .._:.v .. ... ..:....:.J,,..... < . is r•,,.....:;t:, :%.::..!v... .i::..;.:/J:,.
..., .,. _ .... .. :. .., Y... ,..s r.... .._ 5 .... .. ......... .r.._ 5.... .._ } .. ..,;a _.;c. r`Y:.r,.� ,:.yik.,%r
.x.. r .�.... x.... <..v.. :.. ... <... .. ...".... ,. ...... .."_.::....try.-;: ': $:•';.
.. ., .. .. ... .. ... .t ... . n,::t........:.......T ..:..r �..::;;.�h... :..�Y. SST".:
0'
6'-3"
Dead
1024
Value
1024
Live
600
Shear
600
Total
1624
85
1624
Bearing:
fb =
591
Fb' =
1200
fb/Fb' = 0.49
Live Defl'n
0.02 =
Length
1.0
L/360
1.0
Timber -soft, D.Fir-L, No. 1, 6x8"
Self Weight of 9.8 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Anal sis
Value
Design
Value
Analysis/Design
Shear
fv @d =
47
Fv' =
85
fv/Fv' = 0.56
Bending(+)
fb =
591
Fb' =
1200
fb/Fb' = 0.49
Live Defl'n
0.02 =
<L/999
0.21 =
L/360
0.10
Total Defl'n
0.08 =
L/988
0.31 =
L/240
0.24
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2
Fv' = 85 1.00 1.00 1.00 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending(+): LC# 2 = D+L, M = 2538 lbs -ft
Shear : LC# 2 = D+L, V = 1624, V@d = 1299 lbs
Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
WoodWorks' COM
PROJECT / O
� 3
SDFl4YInti'wx) wt;ooeitl'(!,'N
6
Sep. 17, 2003 12:24:11 Soba Lot 8 Tract 28611 Beam #9- Exercise
Room Window
Design Check Calculation Sheet
Sizer 2002a
I LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
Shear
475
Total
Start End
Start End
Load?
Loadl
Dead
Full Area
24.00 (9.50)*
Bearing:
No
Load2
Live
Full Area
16.00 (9.50)*
L/360
No
Load3
Dead
Full Area
15.00 (3.00)*
L/240
No
xrributary wiatn kit)
MAXIMUM REi
TIONS (Ibs) and BEARING LENGTHS (in) :
. ,... _.. ..v :r. r...r.s.�w.. .:.k..rw .:..k ,,, xi..4.: a�al ...k..aT.V .r.4.: ,[:t„r..A, ...k..:xa: :•:.Y". r:k�::rS: ti';'"+:K:'. ':':k.. 'ry:': '�:'{..'.';.ti,t :.N:::
.. _. ... .. ._ .,. � ......,.,.,_.:_. ...,......:....,,..iss;¢;r:�:>.:.:�:r:``':;; :.:r;;r°ilir°`> Asn:'';-•
_
. ...:.l.t i.. ..�.... .. _:.. ... ,... ....1... .:. ... L. Y_l. ..._r... ... .... ....5...: .'�j•a'' .-1=�:;>:.:'�:<.. .,.l=k?�:�:'�:>.l :^:>,: �.
i. t . ,:�-. . 4 ., r i... w: .. t ,�i. t,a.: . a , .r s. :'r!.'.'r `�� n:2t.:n+_ %*:>: `� !*F;%aiti��'>';'t.: ; ! •tt : .y!,:r
01
6'-3"
Dead
876
Value
876
Live
475
Shear
475
Total
1351
85
1351
Bending(+)
fb
= 913
Fb' =
Bearing:
fb/Fb' = 0.76
Live Defl'n
0.04
Length
1.0
L/360
1.0
Timber -soft, D.Fir-L, No. 1, 6x6"
Self Weight of 7.19 pff automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear
fv @d
= 57
Fv' =
85
fv/Fv' = 0.67
Bending(+)
fb
= 913
Fb' =
1200
fb/Fb' = 0.76
Live Defl'n
0.04
= <L/999
0.21 =
L/360
0.21
Total Defl'n
0.16
= L/465
0.31 =
L/240
0.52
ADDITIONAL DATA:
FACTORS: F CD
CM
Ct CL CF CV
Cfu Cr LC#
Fb'+= 1200 1.00
1.00
1.00 1.000 1.00 1.000
1.00 1.00 2
Fv' = 85 1.00
1.00
1.00
2
Fcp'= 625
1.00
1.00
-
E' = 1.6 million
1.00
1.00
2
Bending(+): LC# 2 = D+L, M = 2110 lbs -ft
Shear : LC# 2 = D+L, V = 1351, V@d = 1152 lbs
Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
L
NOTES:
verify that the default deflection limits are appropriate for your application.
mber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY PROJECT
WoodWorks"
Sep. 17, 2003 12:26:59 Soba Lot 8 Tract 28611 Beam #10- Master
Bathroom Window
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
Shear
625
Total
Start End
Start End
Load?
Loadl
Dead
Full Area
24.00(12.50)*
1200
No
Load2
Live
Full Area
16.00(12.50)*
L/360
No
Load3
Dead
Full Area
15.00 (2.00)*
L/240
No
=Tributary width (Lt)
MAXIMUM REi
TIONS (Ibs) and BEARING LENGTHS (in) :
.:�:....... ........... � ]...v ..,. .>..� .t.,..�.......i ;>...f.;.;t::::^; i . ..: :..:::::.' :�...1;::.•:' !':i.:?:::. �.� i:::-� ?..:f'.:: ,v'::^..�::i: �4:.,��,`.:!�2:::� .,::.e„ .
-iy is
�:.. ..v.. .. ...... tk .. .. F... t .. ..,.. t .. ..1>',..�t ... ::. ,... �%. _.. t ...... .i :t'+.. .t.. ..t •ni�:':,;.> ..4.:'� ."bh .t'���` t;::! ,.t !:t
.... .�,:•,..:,>,.,.,.... ,..s�:.,.0 ,. >.'.v:-i�; ��rY ::.i a:iY.'-:s.Y.v..t..k.'�.
>.,.y?x..<:.,,....a .r.,.: ..y.....y... ,...:.. i, .-..z.. . .<i. ,.v..- .�Ki. _. ,..ay.,...
r. t
.. .. ... .... ... ... .4. ... .... a. r .. .4. ..'. .t. .. .i. ....
t
0'
6' -3 -
Dead
1062
Value
1062
Live
625
Shear
625
Total
1687
85
1687
Bearing:
fb =
613
Fb' =
1200
fb/Fb' = 0.51
Live Defl'n
0.02 =
Length
1.0
L/360
1.0
Timber -soft, D.Fir-L, No. 1, 6x8"
Self Weight of 9.8 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Anal sis
Value
Design
Value
Anal sis/Desi n
Shear
fv @d =
49
Fv' =
85
fv/Fv' = 0.58
Bending(+)
fb =
613
Fb' =
1200
fb/Fb' = 0.51
Live Defl'n
0.02 =
<L/999
0.21 =
L/360
0.11
Total Defl'n
0.08 =
L/952
0.31 =
L/240
0.25
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2
Fv' = 85 1.00 1.00 1.00 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending(+): LC# 2 = D+L, M = 2636 lbs -ft
Shear : LC# 2 = D+L, V = 1687, V@d = 1349 lbs
Deflection: LC# 2 = D+L EI= 309.37e06 lb -int
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY PROJECT /
f
.Q)'Wood
Works'
.i:t9Fr75v.\AceJR.S•tiiU/J i#�K;,Y
Sep. 17, 2003 12:31:51 Soba Lot 8 Tract 28611 Beam #11- Above
Master Bathroom Shower
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
Shear
483
Total
Start End
Start End
Load?
Loadl
Dead
Full Area
24.00(10.50)*
1200
No
Load2
Live
Full Area
16.00(10.50)*
L/360
No
Load3
Dead
Full Area
15.00 (1.00)*
L/240
No
*Tributary Width (tt)
MAXIMUM REE
TIONS (lbs) and BEARING LENGTHS (in) :
is ':!..�. .:.... ..x' ...._.. ..
.... ,.: _.,.. ........_.,. ,........ d ... t...,.aJ. ...: x...a ,.....: a...a. a. ....a .v.ay.:.........,..... . r..,... (. :art::y.,:r ..
. 1. .. .. .. .. ... ... .. .. .. ./. t ./. .::.:�.. ,. .::.. .:::.:t:'•, '. (; :.t��: u'"(;: x':t.':
... is ... .._ i, .. .... � .. +�, ... .i ...................�..:....:.:-
y., ..... .a ...r. ...:.t4.. ..,.i.. :>r.. .. .. 3. : ar, ..-. Ex>.,
.. t .. .... .., x...:,:.. ,. `.s_t ... t ... ... .. .. .. .... .. ...> SY::•t>,^ fit.!.. {
,..,. .44 . ,.,.>.. .:, ,... u..4F .. T ,.,.,. ST . -.:fir'•. n� T .. �,.. &:'t7:..gp:�. F:C. � >T...T?.....L,..
! I
0'
5'-9"
Dead
788
Value
788
Live
483
Shear
483
Total
1271
85
1271
Bearing:
fb =
791
Fb' =
1200
fb/Fb' = 0.66
Live Defl'n
0.03 =
Length
1.0
L/360
1.0
Timber -soft, D.Fir-L, No. 1, 6x6"
Self Weight of 7.19 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear
fv @d =
53
Fv' =
85
fv/Fv' = 0.62
Bending(+)
fb =
791
Fb' =
1200
fb/Fb' = 0.66
Live Defl'n
0.03 =
<L/999
0.19 =
L/360
0.18
Total Defl.'n
0.12 =
L%590
0.29 =
L/240
0.41
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2
Fv' = 85 1.00 1.00 1.00 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending(+): LC# 2 = D+L, M = 1827 lbs -ft
Shear : LC# 2 = D+L, V = 1271, V@d = 1069 lbs
Deflection: LC# 2 = D+L EI= 122.01e06 lb -int
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
WoodWorks' COMPANY PROJECT f
.iifr'lw,an^i't<)k,Y:Gt,:'17x',i'IG<Y
Sep. 17, 2003 12:35:09 Soba Lot 8 Tract 28611 Beam #12- Master
Bedroom Hallway
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
Shear
494
Total
Start End
Start End
Load?
Loadl
Dead
Full Area
24.00 (9.50)*
Bearing:
No
Load2
Live
Full Area
16.00 (9.50)*
L/360
No
Load3
Dead
Full Area
15.00 (1.00)*
L/240
No
Fi'riputary wi.atn krr)
MAXIMUM REQ
;.TIONS (Ibs) and BEARING LENGTHS (in) :
.........:..:....:.:..:.. ..... ...:...........:.., ..........:............:.
0'
6'-6"
Dead
809
Value
809
Live
494
Shear
494
Total
1303
95
1303
Bending(+)
fb =
829
Fb' =
Bearing:
fb/Fb' = 0.71
Live Defl'n
0.03 =
-Length
1.0
L/360
1.0
Lumber -soft, D.Fir-L, No.2, 4x8" 1�LT
Self Weight of 6.03 pff automatically included in loads; ��c6
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear
fv @d =
63
Fv' =
95
fv/Fv' = 0.66
Bending(+)
fb =
829
Fb' =
1170
fb/Fb' = 0.71
Live Defl'n
0.03 =
<L/999
0.22 =
L/360
0.16
Total Defl'n
0.12 =
L/657
0.32 =
L/240
0.37
ADDITIONAL DATA:
FACTORS: F CD
CM
Ct CL CF Cv
Cfu Cr LC#
Fb'+= 900 1.00
1.00
1.00 1.000 1.30 1.000
1.00 1.00 2
Fv' = 95 1.00
1.00
1.00
2
Fcp'= 625
1.00
1.00
-
E' = 1.6 million
1.00
1.00
2
Bending(+): LC# 2 = D+L, M = 2118 lbs -ft
Shear : LC# 2 = D+L, V = 1303,' V@d = 1061 lbs
Deflection: LC# 2 = D+L EI= 177.83e06 lb -int
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow V=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY PROJECT
WoodWor&
qt35
.ir'fSY.an^i'lilk,f5'L:Uli iRr�IGA'
Sep. 17, 2003 12:41:14 Soba Lot 8 Tract 28611 Beam #13- Sitting
Room
Design Check Calculation Sheet
Sizer 2002a
I LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
fv @d = 50
fb = 669
0.02 = <L/999
0.08 = L/774
220
Total
Start End
Start End
Load?
Loadl
Dead
Full Area
24.00 (5.50)*
Fcp'= 625
No
Load2
Live
Full Area
16.00 (5.50)*
1.00
No
Load3
Dead
Full Area
15.00 (6.00)*
No
-irioucary wiar-n (rt)
MAXIMUM REQ
0'
TIONS (Ibs) and BEARING LENGTHS (in) :
5'
Dead
566
Design Value
566
Live
220
fv @d = 50
fb = 669
0.02 = <L/999
0.08 = L/774
220
Total
786
1.00 1.000
786
Bearing:
1.00
1.00
2
Fcp'= 625
1.00
1.00
-
Len th
1.0
1.00
1.0
Lumber -soft, D.Fir-L, No.2, 4xV A L % ; v`S e- A L
Self Weight of 4.57 pif automatically included in loads; pot
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis Value
Design Value
Analysis/Design
FACTORS: F CD
Shear
Bending(+)
Live Defl'n
Total Defl'n
fv @d = 50
fb = 669
0.02 = <L/999
0.08 = L/774
Fv' = 95
Fb' = 1170
0.17 = L/360
0.25 = L/240
fv/Fv' = 0.53
fb/Fb' = 0.57
0.10
0.31
1.00
1.00 1.000
1.30 1.000 1.00 1.00 2
Fv' = 95 1.00
1.00
1.00
2
ADDITIONAL DATA:
FACTORS: F CD
CM
Ct CL
CF CV Cfu Cr LC#
Fb'+= 900 1.00
1.00
1.00 1.000
1.30 1.000 1.00 1.00 2
Fv' = 95 1.00
1.00
1.00
2
Fcp'= 625
1.00
1.00
-
E' = 1.6 million
1.00
1.00
2
Bending(+): LC# 2 = D+L, M = 983 lbs -ft
Shear : LC# 2 = D+L, V = 786, V@d = 642 lbs
Deflection: LC# 2 = D+L EI= 77.64e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
WoodWorks" COMPANY PROJECT t
r
r1®
Sep. 18, 2003 08:12:30 Soba Lot 8 Tract 28611 Beam #14- Sitting
Room and M. Bedroom
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Start End
Location [ft]
Start End
Pattern
Load?
Loadl
Dead
Partial UDL
120.0 120.0
6.00 13.00
No
Load2
Live
Partial UDL
80.0 80.0
6.00 13.00
No
Load3
Dead
Point
556
6.00
No
Load4
Live
Point
220
6.00
No
Load5
Dead
Point
300
7.00
No
Load6
Live
Point
250
7.00
No
Load?
Dead
Point
300
13.00
No
Load8
Live
Point
250
13.00
No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0'
13'
Dead
742
Value
1410
Live
385
Shear
895
Total
1127
190
2306
Bearing:
fb =
1274
Fb' =
2400
fb/Fb' = 0.53
Live Defl'n
0.15 =
Length
1.0
L/360
1.0
Glulam-Simple, VG West.DF, 24F -V4, 6a4 -"P1-- V•S E %W % %
Self Weight of 12.02 plf automatically included in loads; ®� jIlp // 0TH
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; T
WARNING: point loads applied at support locations only affect maximum reactions and bearing lengths. The point loads have been added to the
reactions without regard for load patterns.
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear
fv @d =
46
Fv' =
190
fv/Fv' = 0.24
Bending(+)
fb =
1274
Fb' =
2400
fb/Fb' = 0.53
Live Defl'n
0.15 =
<L/999
0.43 =
L/360
0.36
Total Defl'n
0.57 =
L/274
0.65 =
L/240
0.87
ADDITIONAL DATA:
FACTORS: F CD
CM
Ct CL
CF CV Cfu Cr LC#
Fb'+= 2400 1.00
1.00
1.00 1.000
1.00 1.000 1.00 1.00 2
Fv' = 190 1.00
1.00
1.00
2
Fcp'= 650
1.00
1.00
-
E' = 1.8 million
1.00
1.00
2
Bending(+): LC# 2 = D+L, M = 6718 lbs -ft
Shear : LC# 2 = D+L, V = 1677, V@d = 1560 lbs
Deflection: LC# 2 = D+L EI= 427:14e06 lb -int
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
COMPANY PROJECT I L
WoodWorks 3
i r'ftraRt,:Uu,Y.Gi,ti isfglti.4 y
Sep. 17, 2003 12:52:55 Soba Lot 8 Tract 28611 Beam #15- Master
Bedroom Exterior Wall
Design Check Calculation Sheet
Sizer 2002a
I LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Start End
Location [ft]
Start End
Pattern
Load?
Loadl
Dead
Partial Area
24.00 (5.00)*
0.00 1.00
No
Load2
Live
Partial Area
16.00 (5.00)*
0.00 1.00
No
Load3
Dead
Partial Area
29.00(10.00)*
1.00 2.75
No
Load4
Live
Partial Area
16.00(10.00)*
1.00 2.75
No
Load5
Dead
Point
IG40 ?Y 2-
1.00
No
Load6
Live
Point
.b�-5 3 g5-
1.00
No
Load?
Dead
Full Area
15.00 (3.00)*
No
'Tributary W1CItn (tt)
MAXIMUM
0' 2'-9"
Dead
988
Value
773
Live
520
Shear
415
Total
1509
85
1187
Bending(+)
fb
= 321
Fb' =
Bearing:
fb/Fb' = 0.27
Live Defl'n
0.00
Length
1.0
L/360
1.0
Timber -soft, D.Fir-L, No. 1, 6x8" 06 -
Self
6 -
Self Weight of 9.8 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in )
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear
fv @d
= 49
Fv' =
85
fv/Fv' = 0.58
Bending(+)
fb
= 321
Fb' =
1200
fb/Fb' = 0.27
Live Defl'n
0.00
= <L/999
0.09 =
L/360
0.02
Total Defl'n
0.01
= <L/999
0.14 =
L/240
0.05
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2
Fv' = 85 1.00 1.00 1.00 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending(+): LC# 2 = D+L, M = 1381 lbs -ft
Shear : LC# 2 = D+L, V = 1509, V@d = 1349 lbs
Deflection: LC# 2 = D+L El= 309.37e06 lb -int
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
COMPANY PROJECT j
WoodWorks q /).36
inifsvAne iokwcof) IAti A';,4' f
Sep. 17, 2003 12:56:53 Soba Lot 8 Tract 28611 Beam #16- Between
Sitting and Great Room
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( lbs, psf, or pif )
Load
Type
Distribution
Magnitude
Start End
Location [ft]
Start End
Pattern
Load?
Loadl
Dead
Partial Area
24.00 (1.00)*
0.00 3.50
No
Load2
Live
Partial Area
16.00 (1.00)*
0.00 3.50
No
Load3
Dead
Partial Area
24.00 (8.00)*
3.50 7.25
No
Load4
Live
Partial Area
16.00 (8.00)*
3.50 7.25
No
LoadS
Dead
Point
1173
3.50
No
Load6
Live
Point
705
3.50
No
=-rrioutary wiatn krq
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0.
T-3"
Dead
891
Value
1154
Live
531
Shear
710
Total
1422
95
1864
Bearing:
fb
= 760
Fb' =
990
fb/Fb' = 0.77
Live Defl'n
0.02
Length
1.0
L/360
1.0
Lumber -soft, D.Fir-L, N8'$; U %1% t9, 1. , 1
Self Weight of 9.35 plf automatically included in loads; Y
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; �` I
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear
fv @d
= 59
Fv' =
95
fv/Fv' = 0.62
Bending(+)
fb
= 760
Fb' =
990
fb/Fb' = 0.77
Live Defl'n
0.02
= <L/999
0.24 =
L/360
0.09
Total Defl'n
0.07
= <L/999
0.36 =
L/240
0.21
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2
Fv' = 95 1.00 1.00 1.00 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending(+): LC# 2 = D+L, M = 4674 lbs -ft
Shear : LC# 2 = D+L, V = 1830, V@d = 1539 lbs
Deflection: LC# 2 = D+L EI= 664.44e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W --wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPAN
Y PROJECT / <3
!�/
� � r ks
' F0
.iitP'tSYRhe tt%31, 5'aa+:7 iik�lGN
Sep. 17, 2003 13:00:13 Soba Lot 8 Tract 28611 Beam #17- Great
Room Interior Entrance
Design Check Calculation Sheet
Sizer 2002a
I LOADS: ( Ibs, psf, or plf )
Load
Type
Distribution
Magnitude
Location (ft)
Pattern
Shear
672
Total
Start End
Start End
Load?
Loadl
Dead
Full Area
24.00(10.50)*
1200
No
Load2
Live
Full Area
16.00(10.50)*
L/360
No
Load3
Dead
Full Area
15.00 (2.00)*
L/240
No
xTributary Width (tt)-
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0.
8'
Dead
1167
Value
1167
Live
672
Shear
672
Total
1839
85
1839
Bearing:
fb =
856
Fb' =
1200
fb/Fb' = 0.71
Live Defl'n
0.05 =
Length
1.0
L/360
1.0
Timber -soft, D.Fir-L, No. 1, 6x8"
Self Weight of 9.8 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in.)
Criterion
Anal sis
Value
Desi n
Value
Anal sis/Desi n
Shear
fv @d =
56
Fv' =
85
fv/Fv' = 0.66
Bending(+)
fb =
856
Fb' =
1200
fb/Fb' = 0.71
Live Defl'n
0.05 =
<L/999
0.27 =
L/360
0.19
Total Defl'n
0.18 =
L/532
0.40 =
L/240
0.45
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr
LC#
Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00
2
Fv' = 85 1.00 1.00 1.00
2
Fcp'= 625 1.00 1.00
-
E' = 1.6 million 1.00 1.00
2
Bending(+): LC# 2 = D+L, M = 3678 lbs -ft
Shear : LC# 2 = D+L, V = 1839, V@d = 1552 lbs
Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W --wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS
Clause 4.4.1.
COMPANY PROJECT
ood.Works
b1 :3's
.4L'F'JiYAnt tt?R,Y:Y:Uti iit}Y(:N
Sep. 17, 2003 13:06:09 Soba Lot 8 Tract 28611 Beam #18- Great
Room Ridge
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft)
Pattern
Total
7541
7541
Bearing:
Start End
Start End
Load?
1311
<L/999
Loadl
Length
Dead
Full Area
24.00(12.50)*
No
Load2
Live
Full Area
16.00(12.50)*
0.68
No
Dead
4691
4691
Live
2850
2850
Total
7541
7541
Bearing:
fv/Fv' = 0.42
Bending(+)
Live Defl'n
fb =
0.28 =
1311
<L/999
Fb' =
0.95 =
Length
2.3
2.3
Glulam-Simpie, VG West.DF, 24F -V4, 5-1/8x24"
Self Weight of 29.22 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) L T
Criterion
Analysis
Value
Design
Value
Analysis/Design
63 X 2 `
Shear fv @d = 79 Fv' = 190
fv/Fv' = 0.42
Bending(+)
Live Defl'n
fb =
0.28 =
1311
<L/999
Fb' =
0.95 =
2172
L/360
fb/Fb' = 0.60
0.29
✓ -I �///��
�/
Total Defl' n
0.97 =
L/352
1.42 =
L/240
0.68
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.905 1.00 1.00 2
Fv' = 190 1.00 1.00 1.00 2
Fcp'= 650 1.00 1.00 -
E' = 1.8 million 1.00 1.00 2
Bending(+): LC# 2 = D+L, M = 53732 lbs -ft
Shear : LC# 2 = D+L, V = 7541, V@d = 6483 lbs
Deflection: LC# 2 = D+L EI=10627.03e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads
occur at 1/3 points of a span (NDS Table 5.3.2).
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
COMPANY PROJECT
WoodWorks'qs s
s2F„Y.4Rr lF>u. Kti�,u Yt>7G.y
Sep. 17, 2003 13:12:43 Soba Lot 8 Tract 28611 Beam #19- Between
Great Room and Kitchen
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Start End
Location [ft]
Start End
Pattern
Load?
Loadl
Dead
Partial Area
24.00 (7.50)*
0.00 5.00
No
Load2
Live
Partial Area
16.00 (7.50)*
0.00 5.00
No
Load3
Dead
Partial Area
24.00 (8.50)*
5.00 23.25
No
Load4
Live
Partial Area
16.00 (8.50)*
5.00 23.25
No
Load5
Dead
Point
4691
5.00
No
Load6
Live
Point
2850
5.00
No
x'rrioutary wiatn (rt)
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0'
23'-3"
Dead
6244
Value
3665
Live
3747
Shear
2185
Total
9990
190
5850
Bearing:
fb =
1493
Fb' =
2246
fb/Fb' = 0.66
Live Defl'n
0.23 =
Length
3.0
L/360
1.8
Glulam-Simple, VG West.DF, 24F -V4, 5-118x21" kJ� S �t��rog caN,be
Self Weight of 25.56 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear
fv @d =
131
Fv' =
190
fv/Fv' = 0.69
Bending(+)
fb =
1493
Fb' =
2246
fb/Fb' = 0.66
Live Defl'n
0.23 =
<L/999
0.78 =
L/360
0.30
Total Defl'n
0.82 =
L/340
1.16 =
L/240
0.70
ADDITIONAL DATA:
FACTORS: F CD
CM
Ct CL
CF CV Cfu Cr LC#
Fb'+= 2400 1.00
1.00
1.00 1.000
1.00 0.936 1.00 1.00 2
Fv' = 190 1.00
1.00
1.00
2
Fcp'= 650
1.00
1.00
-
E' = 1.8 million
1.00
1.00
2
Bending(+): LC# 2 = D+L, M = 46878 lbs -ft
Shear : LC# 2 = D+L, V = 9990, V@d = 9421 lbs
Deflection: LC# 2 = D+L EI=7119.28e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads
occur at 1/3 points of a span (NDS Table 5.3.2).
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
COMPANY PROJECT _Z_/
Q)'WoodWorks9�'
.i3FftVAncAUk,54'Li.+U 7tjfL:4 ���
Sep. 17, 2003 13:24:25 Soba Lot 8 Tract 28611 Beam #20- Dining
Room Exterior Wall
Design Check Calculation Sheet
Sizer 2002a
I LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
Shear
666
Total
Start End
Start End
Load?
Loadl
Dead
Full Area
24.00 (9.00)*
1350
No
Load2
Live
Full Area
16.00 (9.00)*
L/360
No
Load3
Dead
Full Area
15.00 (4.00)*
L/240
No
F'rrinutary wiatn trt)
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0'
9'-3"
Dead
1334
Value
1334
Live
666
Shear
666
Total
2000
85
2000
Bearing:
fb =
671
Fb' =
1350
fb/Fb' = 0.50
Live Defl'n
0.04 =
Length
1.0
L/360
1.0
Timber -soft, D.Fir-L, No. 1, 6x10"
Self Weight of 12.41 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
Criterion
Anal sis
Value
Desi n
Value
Anal sis/Desi n
Shear
fv @d =
48
Fv' =
85
fv/Fv' = 0.56
Bending(+)
fb =
671
Fb' =
1350
fb/Fb' = 0.50
Live Defl'n
0.04 =
<L/999
0.31 =
L/360
0.12
Total Defl'n
0.15 =
L/734
0.46 =
L/240
0.33
ADDITIONAL DATA:
FACTORS: F CD
CM Ct CL CF CV Cfu Cr
LC#
Fb'+= .1350 1.00
1.00 1.00 1.000 1.00 1.000 1.00 1.00
2
FIV, = 85 1.00
1.00 1.00
2
Fcp'= 625
1.00 1.00
-
E' = 1.6 million
1.00 1.00
2
Bending(+): LC# 2 =
D+L, M = 4625 lbs -ft
Shear : LC# 2 =
D+L, V 2000, V@d = 1658 lbs
Deflection: LC# 2 =
D+L EI= 628.73e06 lb-in2
Total Deflection =
1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live
S=snow w=wind I=impact C=construction CLd=concentrated)
(All LC's are listed
in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS
Clause 4.4.1.
COMPANY PROJECT
1q'WoodWorks'&_.. 1b�%
513r1yvAn^e lt4R,5hYiU0iR}Yti.V
Sep. 17, 2003 13:27:31 Soba Lot 8 Tract 28611 Beam #21- Rear Patio
Design Check Calculation Sheet
Sizer 2002a
I LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
Shear
432
Total
Start End
Start End
Load?
Loadl
Dead
Full Area
24.00 (8.00)*
1200
No
Load2
Live
Full Area
16.00 (8.00)*
L/360
No
Load3
Dead
Full Area
15.00 (1.00)*
L/240
No
xrriDurary wiazn trr)
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
01
6'-g°
Dead
723
Value
723
Live
432
Shear
432
Total
1155
85
1155
Bearing:
fb =
843
Fb' =
1200
fb/Fb' = 0.70
Live Defl'n
0.05 =
Length
1.0
L/360
1.0
Timber -soft, D.Fir-L, No. 1,�>6''' % )o
Self Weight of 7.19 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis
Value
Design
Value
Anal sis/Desi n
Shear
fv @d =
49
Fv' =
85
fv/Fv' = 0.58
Bending(+)
fb =
843
Fb' =
1200
fb/Fb' = 0.70
Live Defl'n
0.05 =
<L/999
0.22 =
L/360
0.22
Total Defl'n
0.17 =
L/470
0.34 =
L/240
0.51
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2
FIV, = 85 1.00 1.00 1.00 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending(+): LC# 2 = D+L, M = 1949 lbs -ft
Shear : LC# 2 = D+L, V = 1155, V@d = 998 lbs
Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
Ir
N
COMPANY PROJECT
WoodWorks9� -36
s:3FfsYARc ti)k,RLi�L eStp1G,Y
Sep. 17, 2003 13:29:42 1 Soba Lot 8 Tract 28611 Beam #22- Rear Patio
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
fv @d = 75
fb = 1332
0.19 = <L/999
0.66 = L/317
1470
Total
Start End
Start End
Load?
Loadl
Dead
Full Area
24.00(10.50)*
Fcp'= 650
No
Load2
Live
Full Area
16.00(10.50)*
1.00
No
Load3
Dead
Full Area
15.00 (1.00)*
No
-iriour-ary wiarn trLj
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0'
17'-6°
Dead
2480
Design Value
2480
Live
1470
fv @d = 75
fb = 1332
0.19 = <L/999
0.66 = L/317
1470
Total
3950
1.00 1.000 1.00 1.000
3950
Bearing:
1.00
1.00
2
Fcp'= 650
1.00
1.00
-
Length
1.2
1.00
1,2
Glulam-Simple, VG West.DF, 24F -V4,5 -118x13-112" t,J/ 5
Self Weight of 16.43 pff automatically included in loads; y� b e„r
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
Criterion
Analysis Value
Design Value
Analysis/Design
FACTORS: F CD
Shear
Bending(+)
Live Defl'n
Total Defl'n
fv @d = 75
fb = 1332
0.19 = <L/999
0.66 = L/317
Fv' = 190
Fb' = 2400
0.58 = L/360
0.88 = L/240
fv/Fv' = 0.39
fb/Fb' = 0.56
0.32
0.76
1.00
1.00 1.000 1.00 1.000
1.00 1.00 2
Fv' = 190 1.00
1.00
1.00
2
ADDITIONAL DATA:
FACTORS: F CD
CM
Ct CL CF CV
Cfu Cr LC#
Fb'+= 2400 1.00
1.00
1.00 1.000 1.00 1.000
1.00 1.00 2
Fv' = 190 1.00
1.00
1.00
2
Fcp'= 650
1.00
1.00
-
E' = 1.8 million
1.00
1.00
2
Bending(+): LC# 2 = D+L, M = 17281 lbs -ft
Shear : LC# 2 = D+L, V = 3950, V@d = 3442 lbs
Deflection: LC# 2 = D+L EI=1891.38e06 lb -int
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads
occur at 1/3 points of a span (NDS Table 5.3.2).
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
COMPANY PROJECT
WoodWorV'
.i.L�rTtvaBc !U1{ 54Gi.>tT elhl/GA'
Sep. 17, 2003 13:34:13 Soba Lot 8 Tract 28611 Beam #23- Rear Patio
Design Check Calculation Sheet
Sizer 2002a
I LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Start End
Location (ft]
Start End
Pattern
Load?
Loadl
Dead
Partial Area
24.00(12.00)*
0.00 10.00
No
Load2
Live
Partial Area
16.00(12.00)*
0.00 10.00
No
Load3
Dead
Partial Area
24.00 (2.00)*
10.00 14.25
No
Load4
Live
Partial Area
16.00 (2.00)*
10.00 14.25
No
Loads
Dead
lFull Area
15.00 (1.00)*
1
No
*'rriputary wiatn (tt)
I MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in):
0'
14'4'
Dead
2114
Value
1398
Live
1267
Shear
789
Total
3380
85
2187
Bearing:
fb =
1109
Fb' =
1350
fb/Fb' = 0.82
Live Defl'n
0.13 =
Length
1.0
L/360
1.0
Timber -soft, D.Fir-L, No. 1, 6x12"
Self Weight of 15.02 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis
Value
Desi n
Value
Analysis/Design
Shear
fv @d =
69
Fv' =
85
fv/Fv' = 0.81
Bending(+)
fb =
1109
Fb' =
1350
fb/Fb' = 0.82
Live Defl'n
0.13 =
<L/999
0.47 =
L/360
0.28
Total Defl'n
0.47 =
L/364
0.71 =
L/240
0.66
ADDITIONAL DATA:
FACTORS: F CD
CM
Ct CL
CF CV Cfu Cr LC#
Fb'+= 1350 1.00
1.00
1.00 1.000
1.00 1.000 1.00 1.00 2
Fv' = 85 1.00
1.00
1.00
2
Fcp'= 625
1.00
1.00
-
E' = 1.6 million
1.00
1.00
2
Bending(+): LC# 2 = D+L, M = 11204 lbs -ft
Shear : LC# 2 = D+L, V = 3380, V@d = 2892 lbs
Deflection: LC# 2 = D+L EI=1115.29e06 lb -int
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY PROJECT 2-5
WoodWork-s��
.i.:iF'fSYAn^c 1. E4 R,$'UPUiif,S(G.Q ��
Sep. 17, 2003 13:38:51 Soba Lot 8 Tract 28611 Beam #24- Great
Room Sliding Door
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( lbs, psf, or pif )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
fv @d = 101
fb = 1439
0.14 = <L/999
0.51 = L/386
2535
Total
Start End
Start End
Load?
Loadl
Dead
Full Area
24.00(19.50)*
Fcp'= 650
No
Load2
Live
Full Area
16.00(19.50)*
1.00
No
Load3
Dead
Full Area
15.00 (3.00)*
No
=Tributary widtn (tt3
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0'
16'-3"
Dead
4331
Design Value
4331
Live
2535
fv @d = 101
fb = 1439
0.14 = <L/999
0.51 = L/386
2535
Total
6866
1.00 1.000
6866
Bearing:
1.00
1.00
2
Fcp'= 650
1.00
1.00
-
Length
2.1
1.00
2.1
Glulam-Simple, VG West.DF, 24F -V4, 5-118x16-112" (,.�� Sfn•o►rO�
Self Weight of 20.09 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis Value
Design Value
Analysis/Design
FACTORS: F CD
Shear
Bending(+)
Live Defl'n
Total Defl'n
fv @d = 101
fb = 1439
0.14 = <L/999
0.51 = L/386
Fv' = 190
Fb' = 2385
0.54 = L/360
0.81 = L/240
fv/Fv' = 0.53
fb/Fb' = 0.60
0.26
0.62
1.00
1.00 1.000
1.00 0.994 1.00 1.00 2
Fv' = 190 1.00
1.00
1.00
2
ADDITIONAL DATA:
FACTORS: F CD
CM
Ct CL
CF CV Cfu Cr LC#
Fb'+= 2400 1.00
1.00
1.00 1.000
1.00 0.994 1.00 1.00 2
Fv' = 190 1.00
1.00
1.00
2
Fcp'= 650
1.00
1.00
-
E' = 1.8 million
1.00
1.00
2
Bending(+): LC# 2 = D+L, M = 27894 lbs -ft
Shear : LC# 2 = D+L, V = 6866, V@d = 5704 lbs
Deflection: LC# 2 = D+L EI=3453.27e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow V=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads
occur at 113 points of a span (NDS Table 5.3.2).
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
WoodWorks�' COMPANY
PROJECT Z. //
36 .i.3£'f Sr�n a LUk, 4Yfii.>U iJQ'(!:.Y
Sep. 17, 2003 13:42:11 Soba Lot 8 Tract 28611 Beam #25- Sitting
Room
Design Check Calculation Sheet
Sizer 2002a
I LOADS: ( lbs, psf, or pif )
Load
Type
Distribution
Magnitude
Start End
Location [ft]
Start End
Pattern
Load?
Loadl
Dead
Full Area
24.00 (5.50)*
95
No
Load2
Live
Full Area
16.00 (5.50)*
1170
No
Load3
Dead
Full Area
15.00 (6.00)*
L/360
No
Load4
Dead
Full Area
24.00 (2.00)*
L/240
No
Loads
Live
Full Area
16.00 (2.00)*
No
tributary wiatn (tt)
MAXIMUM REi
:TIONS (Ibs) and BEARING LENGTHS (in) :
0'
5'
Dead
686
Value
686
Live
300
Shear
300
Total
986
95
986
Bearing:
fb =
839
Fb' =
1170
fb/Fb' = 0.72
Live Defl'n
0.02 =
Length
1.0
L/360
1.0
{-, 1
Lumber -soft, D.Fir-L, No.2, 4x6" 10 G
Self Weight of 4.57 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear
fv @d =
63
Fv' =
95
fv/Fv' = 0.66
Bending(+)
fb =
839
Fb' =
1170
fb/Fb' = 0.72
Live Defl'n
0.02 =
<L/999
0.17 =
L/360
0.13
Total Defl'n
0.10 =
L/622
0.25 =
L/240
0.39
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb'+= 900 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2
Fv' = 95 1.00 1.00 1.00 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending(+): LC# 2 = D+L, M = 1233 lbs -ft
Shear : LC# 2 = D+L, V = 986, V@d = 806 lbs
Deflection: LC# 2 = D+L EI= 77.64e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
AV.rjj
Law
imp
� . ; WI
=-- mills...
iltI 15 -mu
NIL
AMWENE
Ink F�W_
'I
kh,
0@ Q�o
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u
a
21
'-/t3'
LATERAL ANALYSIS
SECTION 41 LONGITUDINAL
PLATE HEIGHT = 10.00 FT
ROOF AVERAGE HEIGHT = 13.00 FT
WIND FORCE (70 MPH) = 17.36 PSF
WIND LOAD = 17.36 psf x (13.00 ft-10.00ft/2) = 138.88 PLF
SEISMIC LOAD= 0.175 x ((24.00 x 17.00)+(15.00 x 2 x 5.00)+(10.00 x l x 5.00))
SEISMIC LOAD= 106.40 PLF
WIND GOVERNS = 138.88 PLF
MAX. SHEAR = 138.88 plf x (23.00 ft)/(2 x 17.00 ft) = 93.95 PLF
CHORD FORCE = 138.88 plfx (23.00 ft**2)/(8 x 17.00 ft) = 540.20 LBS
USE (6) 16 D's PER TOP PLATE SPLICE.
SECTION #2 LONGITUDINAL
PLATE HEIGHT = 10.00 FT
ROOF AVERAGE HEIGHT = 14.00 FT
WIND FORCE (70 MPH) = 17.36 PSF
WIND LOAD = 17.36 psf x (14.00 ft-10.00ft/2) = 156.24 PLF
SEISMIC LOAD= 0.175 x ((24.00 x 34.00)+(15.00 x 2 x 5.00)+(10.00 x l x 5.00))
SEISMIC LOAD= 177.80 PLF
SEISMIC GOVERNS = 177.80 PLF
MAX. SHEAR = 177.80 plf x (24.00 ft)/(2 x 34.00 ft) = 62.75 PLF
CHORD FORCE = 177.80 plfx (24.00 ft**2)/(8 x 34.00 ft) = 376.52 LBS
USE (6) 16 D's PER TOP PLATE SPLICE.
LATERAL ANALYSIS
SECTION #3 LONGITUDINAL
PLATE HEIGHT = 10.00 FT
ROOF AVERAGE HEIGHT = 15.00 FT
WIND FORCE (70 MPH) = 17.36 PSF
WIND LOAD = 17.36 psf x (15.00ft-10.00ft/2) = 173.60 PLF
SEISMIC LOAD= 0.175 x ((24.00 x 19.00)+(15.00 x 2 x 5.00)+(10.00 x 2 x 5.00))
SEISMIC LOAD= 123.55 PLF
WIND GOVERNS = 173.60 PLF
MAX. SHEAR = 173.60 plf x (35.00 ft)/(2 x 19.00 ft) = 159.89 PLF
CHORD FORCE = 173.60 plfx (35.00 ft**2)/(8 x 19.00 ft) = 1399.08 LBS
USE (10) 16D'S PER TOP PLATE SPLICE.
SECTION #4 LONGITUDINAL
PLATE HEIGHT = 11.00 FT
ROOF AVERAGE HEIGHT = 18.00 FT
WIND FORCE (70 MPH) = 18.51 PSF
WIND LOAD = 18.51 psfx (18.00ft-11.00ft/2) = 231.38 PLF
SEISMIC LOAD= 0.175 x ((24.00 x 45.00)+(15.00 x 2 x 5.50)+(10.00 x 3 x 5.50))
SEISMIC LOAD= 246.75 PLF
SEISMIC GOVERNS = 246.75 PLF
MAX. SHEAR = 246.75 plf x (28.00 ft)/(2 x 45.00 ft) = 76.77 PLF
CHORD FORCE = 246.75 plf x (28.00 ft**2)/(8 x 45.00 ft) = 537.37 LBS
USE (6) 16D'S PER TOP PLATE SPLICE.
LATERAL ANALYSIS
SECTION #1 TRANSVERSE
PLATE HEIGHT = 10.00 FT
ROOF AVERAGE HEIGHT = 12.00 FT
WIND FORCE (70 MPH) = 17.36 PSF
WIND LOAD = 17.36 psfx (12.00 ft-10.00ft/2) = 121.52 PLF
SEISMIC LOAD= 0.175 x ((24.00 x 24.00)+(15.00 x 2 x 5.00)+(10.00 x 1 x 5.00))
SEISMIC LOAD= 135.80 PLF
SEISMIC GOVERNS = 135.80 PLF
MAX. SHEAR = 135.80 plf x (17.00 ft)/(2 x 24.00 ft) = 48.10 PLF
CHORD FORCE = 135.80 plf x (17.00 ft**2)/(8 x 24.00 ft) = 204.41 LBS
USE (6) 16 D's PER TOP PLATE SPLICE.
SECTION #2 TRANSVERSE
PLATE HEIGHT = 10.00 FT
ROOF AVERAGE HEIGHT = 12.00 FT
WIND FORCE (70 MPH) = 17.36 PSF
WIND LOAD = 17.36 psfx (12.00 ft-10.00ft/2) = 121.52 PLF
SEISMIC LOAD= 0.175 x ((24.00 x 24.00)+(15.00 x 2 x 5.00)+(10.00 x l x 5.00))
SEISMIC LOAD= 135.80 PLF
SEISMIC GOVERNS = 135.80 PLF
MAX. SHEAR = 135.80 plf x (24.00 ft)/(2 x 24.00 ft) = 67.90 PLF
CHORD FORCE = 135.80 plf x (24.00 ft**2)/(8 x 24.00 ft) = 407.40 LBS
USE (6) 16 D's PER TOP PLATE SPLICE.
u¢35
LATERAL ANALYSIS
SECTION 43 TRANSVERSE
PLATE HEIGHT = 10.00 FT
ROOF AVERAGE HEIGHT = 11.00 FT
WIND FORCE (70 MPH) = 17.36 PSF
WIND LOAD = 17.36 psf x (11.00ft-10.00ft/2) = 104.16 PLF
SEISMIC LOAD= 0.175 x ((24.00 x 34.00)+(15.00 x 2 x 5.00)+(10.00 x 3 x 5.00))
SEISMIC LOAD= 195.30 PLF
SEISMIC GOVERNS = 195.30 PLF
MAX. SHEAR = 195.30 plf x (19.00 ft)/(2 x 34.00 ft) = 54.57 PLF
CHORD FORCE = 195.30 plf x (19.00 ft**2)/(8 x 34.00 ft) = 259.20 LBS
USE (6) 16D'S PER TOP PLATE SPLICE.
SECTION #4 TRANSVERSE
PLATE HEIGHT = 11.00 FT
ROOF AVERAGE HEIGHT = 18.00 FT
WIND FORCE (70 MPH) = 18.51 PSF
WIND LOAD = 18.51 psf x (18.00ft-11.00ft/2) = 231.38 PLF
SEISMIC LOAD= 0.175 x ((24.00 x 60.00)+(15.00 x 2 x 5.50)+(10.00 x 3 x 5.50)
SEISMIC LOAD = 309.75 PLF
SEISMIC GOVERNS = 309.75 PLF
MAX. SHEAR = 309.75 plf x (45.00)/(2 x 45.00 ft) = 154.88 PLF
CHORD FORCE = 309.75 plf x (45.00 ft**2)/(8 x 45.00 ft) = 1742.34 LBS
USE (12) 16D'S PER TOP PLATE SPLICE.
LATERAL ANALYSIS
SHEAR WALL #1
FRONT ELEVATION
OF CASITA
TOTAL LOAD = 138.88 plf x (24.00 ft/2) = 1666.56 LBS
SHEAR WALL LENGTH = 5.00 FT
SHEAR WALL = 1666.56 lbs/5.00 ft = 333.31 PLF
USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A.B. AT 32" O/C.
MAX. DRAG LOAD = 1176.40 LBS. USE (10) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 3083.10 LBS
USE SIMPSON HPAHD22 TO HOLD DOWN EACH END, USE HTT22 AT CORNER.
SHEAR WALL #2
REAR ELEVATION
OF CASITA
TOTAL LOAD = 138.88 plf x (24.00 ft/2) = 1666.56 LBS
SHEAR WALL LENGTH = 7.00 FT
SHEAR WALL = 1666.56 lbs/7.00 ft = 238.08 PLF
USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C.
MAX. DRAG LOAD = 539.18 LBS. USE (6) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 2030.80 LBS
USE SIMPSON HPAHD22 TO HOLD DOWN EACH END.
SHEAR WALL #3
GARAGE PORTALS
TOTAL LOAD = 177.80 plf x (24.00 ft/2) = 2133.60 LBS
USE SIMPSON GARAGE PORTAL, USE (2) SW 22 x 8-4.
TOTAL CAPACITY = 3990.00 LBS
MAX. DRAG LOAD = 941.29 LBS. USE (8) 16D'S PER TOP PLATE SPLICE.
USE (2) #5 BARS TOP AND BOTTOM 8 FT PAST SIMPSON WALL EACH WAY.
SHEAR WALL #4
GARAGE/ LAUNDRY WALL
TOTAL LOAD= (156.24 plf x 24.00 ft/2) + (173.60 plf x 34.00 ft/2) = 4826.08 lb f
SHEAR WALL LENGTH = 11.75 FT
SHEAR WALL = 4826.08 lbs/l 1.75 ft = 410.73 PLF
USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL.
MAX. DRAG LOAD = 3051.79 LBS. USE (22) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 3519.80 LBS
USE SIMPSON HPAHD22 TO HOLD DOWN EACH END.
LATERAL ANALYSIS
SHEAR WALL #5
BEDROOM 2 RIGHT WALL
TOTAL LOAD (WIND) _ (123.55 plf x 34 ft/2)+(246.75 plf x 20 ft/2) = 4567.85 LBS
SHEAR WALL LENGTH = 10.00 + 4.25 = 14.25 FT
SHEAR WALL = 4567.85 lbs/14.25 ft = 320.55 PLF
USE SHEAR WALL TYPE JAWITH 5/8" x 12" A.B. AT e2" O/C. vJ/ 2 X S L L
MAX. DRAG LOAD = 1915.80 LBS. USE (14) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 3030.22 LBS
USE SIMPSON HPAHD22 TO HOLD DOWN EACH END, USE HPA35 AT INTERIOR.
SHEAR WALL #6 GREAT ROOM
RIGHT WALL
TOTAL LOAD = 246.75 plf x (45.00 ft/2) = 5551.88 LBS
SHEAR WALL LENGTH = 12.00 + 6.00 = 18.00 FT
SHEAR WALL = 5551.88 lbs/l8.00 ft = 308.44 PLF
USE SHEAR WALL TYPE -1 T.WITH 5/8" x 12"A.B. AT 3tO/C. %4 ?�
MAX. DRAG LOAD = 954.52 LBS. USE (8) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 2692.84 LBS
USE SIMPSON HPA35 TO HOLD DOWN EACH END.
SHEAR WALL #7
REAR ELEVATION/ SLIDING DOORS
TOTAL LOAD = (246.75 plf x 44.00 ft/2) + (123.55 plf x 45.00 ft/2)= 8208.38 LBS
SHEAR WALL LENGTH = 7.75 + 5.00 = 12.75 FT
SHEAR WALL = 8208.38 lbs/12.75 ft = 643.79 PLF
USE SHEAR WALL TYPE 13 WITH 5/8" x 12" A.B. AT 8" O/C WITH 2x SILL.
MAX. DRAG LOAD = 2247.15 LBS. USE (16) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 7369.27 LBS
USE SIMPSON HDBA TO HOLD DOWN EACH END.
SHEAR WALL #8 SITTING ROOM/
M. BED WALL
TOTAL LOAD = 246.75 plf x (20.00 ft/2) = 2467.50 LBS
CANT. STEEL COLUMN R = 2.2
LOAD = 2467.50 x (4.5/2.2) = 5047.16 LBS
(3) COLUMNS: 5047.16/3 = 1682.39 LBS PER COLUMN
SEE CANT. STEEL COLUMN AND FLAG POLE FOOTING DESIGN
To specify your title block on
Title :
Job #
these five .limes, use the SETTINGS
Dsgnr:
Date: 11:01 AM, 22 SEP 03
fb : xx Actual
Description
0.00 ksi 0.00 ksi
V.- 3:::'rrt�r:;i'SWI-�ti6n, Cl:vtiSe tlic
0.00 ksi
11.21 ksi
Fb:yy : Allow [F3.1 ]
23.76 ksi 23.76 ksi
Printing & Title Block tab, and ent
Scope
31.60 ksi
your title block information.
0.00 ksi 0.00 ksi
User 5W-0604868, Ver 5.5.0.25 -Sep -2001
Jcte@' Column
Page 1
('c)1983-2001 ENERCALC Engineering Software
Description shear wall # 8 cant stl col at rear patio Z S `
®� � slur
At P�
General Information
Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements
1."'�'_::,..:�-b.. .:'a«-:�Y:!3.5.."vice.'S.:'sG9�w..c.A='h+xhw.:al:�.s.:._.iw:�=9TVSr.^se.Y i�.lt4;«::.' -�...;.:._sl�. .•..--`.i�.u.A:r:'�.: _..w: ., •.x<-.-,yusx.;.Ti'tA+�: -`4�. ; - ...:,w+ird:.Ah.:`.Jr..a>
Steel Section P6DXS
Fy 36.00 ksi
X -X Sidesway : Sway Allowed
Cb:x DL+LL
Duration Factor 1.330
Y -Y Sidesway : -Sway Allowed
Column Height 11.000 ft
Elastic Modulus 29,000.00 ksi
0.85
-End Fixity Fi-_ Free
X -X Unbraced 11,000 It
KYX 2.WO
Live & Short Term Loads Combined
Y -Y Unbraced 11.000 ft
Kyy 2.000
Loads
1,Q0
119
Axial Load...
Dead Load 4.50 k
Ecc. for X -X Axis Moments
0.000 in
Live Load 2.30 k
Ecc. for Y -Y Axis Moments
0.000 in
ShortTerm Load k
Deflection
0.000 in at
Point lateral Loads...
DL LL ST
Height
Along Y -Y (strong axis moments)
1.700
k 11.000 ft
Along X -X ( y moments )
k ft
Column Design OK
Section : P6DXS, Height = 11.00ft, Axial Loads: DL = 4.50., LL = 2.30, ST = O.00k, Ecc. = 0.000in
Unbraced Lengths: X -X = 11.00ft, Y -Y = 11.00ft
Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen)
AISC Formula H1 - 1
AISC Formula H1 - 2
AISC Formula H1 - 3 0.0317 0.0162 0.0479 0.3908
XX Axis : Fa calc'd per 1.5-2, K*Ur > Cc
YY Axis: Fa cale'd per 1.5-2, K"L/r > Ce
Stresses
Allowable & Actual Stresses Dead Live DL + LL DL + Short
Fa : Allowable 9.11 ksi 9.11 ksi 9.11 ksi 1.2.11 ksi
fa : Actijal 0.29 .ksi -0.15 -ksi 0.44 .ksi O A.4 ksi
Fb:xx : Allow [F3.1 ]
23.76 ksi 23.76 ksi
23.76 ksi
31.60 ksi
fb : xx Actual
0.00 ksi 0.00 ksi
0.00 ksi
11.21 ksi
Fb:yy : Allow [F3.1 ]
23.76 ksi 23.76 ksi
23.70 ksi
31.60 ksi
fb : yy Actual
0.00 ksi 0.00 ksi
0.00 ksi
0.00 ksi
Analysis Values
F'ex : DL+LL
9,106 psiN
Cm:x DL+LL
0.85
Cb:x DL+LL
1.75
F'ey : DL+LL
9,106 .psi
Cm:y DL+LL
0.85
Cb:y DL+LL
1.75
Fpx:,DL+LL}ST
12,111 -psi
Cm:x DL+.LL+ST
.0.85
Cb -.x -DL-+L-L+-ST
1,Q0
F'ey : DL+LL+ST
12,111 psi
Cm:y DL+LL+ST
0.85
Cb:y DL+LL+ST
1.75
Max X -X Axis Deflection
-0.678 in
at 11.000 ft Max Y -Y Axis
Deflection
0.000 in at
0.000 ft
To specify your title block on Title : .lob #
these five lines, use the SETTINGS Dsgnr: Date: 11:01AM, 22 SEP 03
Description 36
mal- menu selection:, choose the
Printing & Title Block tab, and ent Scope
your title block information.
Rev. 550100
User. KW -0604868, Ver 5.5.0, 25 -Sep -2001 Steel Column Page 2
(c)1983.2001 ENERCALC Engineering Software
Description shear wall # 8 cant stl col at rear patio
Section Properties
P6DXS
. .<,,�:,,,;". - �.,-. °:xxsi ...
Diameter
� ,... _;...
6.63 in
-..:. •.,w:.^ .»x:�ur;�.,�x�s.:a,:_< -
Weight 52.99 #(ft ~ I -mc
w.c«:..a���-«.::J4,;:�.x:�a:.�,�:�c .
66.30 in4
Area 15.60 int I -YY
66.30 in4
S -roc
20.015 in3
Thickness
0.864 in
S -YY
20.015 in3
r-xx 2.062 in
r -YY 2.062 in
A
To specify your title block on
Title :
these five lines, -use the SETTINGS
Dsgnr.
—e < _•. L ILL via
Description
Printing & Title Block tab, and ent
Scope
your title block information.
36.000 in
Rev 550100
User. KW -0604868, Ver 5.5.0.25 -Sep -2001 Pole Embedment
in Soil
('C)1983-2001 ENERCALC Engineering Software
distance to top
tau-:r3et &« - .:79 :z'�S l ;+ x � -' x€ '-• r— - °..�.' :- �...... iT
Description shear wall # 8 footing at cant. stl column
'mom' c;.179A
General Information
Max Passive
.Load duration factor
Pole is .Rectang'4ar
Width
No Surface Restraint
Moments @ Surface...
Point load
Distributed load
Without Surface Restraint...
Required.Depth
Press @ 1/3 Embed...
Actual
Allowable
Job #
Date: 10:59AM, 22 SEP 03
3
300.00 pcf
Applied Loads...
1,500.00 Psf
Point Load
1,700.00 lbs
1..330
distance from base
11.000 ft
36.000 in
Distributed Load
0.00 #/ft
distance to top
3.000 ft
distance to bottom
0.000 ft
18,700.00 ft-# Total Moment 18,700.00 ft-#
0.00 Total Lateral 1,700.00 lbs
4.885 ft
665.00 psf
649.72 psf
Page 1
LATERAL ANALYSIS
SHEAR WALL #9
MASTER CLOSET/
BATH WALL
TOTAL LOAD = 123.55 plf x (65.00 ft/2) = 4015.38 LBS
SHEAR WALL LENGTH = 10.00 FT
SHEAR WALL = 4015.38 lbs/10.00 ft = 401.54 PLF
USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL.
MAX. DRAG LOAD = 1653.33 LBS. USE (12) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 3779.05 LBS
USE SIMPSON EPA35 TO HOLD DOWN EACH END, USE HTT22 AT CORNER.
SHEAR WALL #10
FRONT ELEVATION
OF EXERCISE ROOM
TOTAL LOAD = 173.60 plf x (30.00 ft/2) = 2604.00 LBS
SHEAR WALL LENGTH = 8.00 FT
SHEAR WALL = 2604.00 lbs/8.00 ft = 325.50 PLF
USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A.B. AT 32" O/C.
MAX. DRAG LOAD = 1215.20 LBS. USE (10) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 2855.00 LBS
USE SIMPSON HPAHD22 TO HOLD DOWN EACH END, USE HTT22 AT CORNER.
SHEAR WALL #11
RIGHT ELEVATION
OF CASITA
TOTAL LOAD = 135.80 plf x (17.00 ft/2) = 1154.30 LBS
SHEAR WALL LENGTH = 8.00 FT
SHEAR WALL = 1154.30 lbs/8.00 ft = 144.29 PLF
USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C.
MAX. DRAG LOAD = 752.80 LBS. USE (6) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 402.51 LBS
NO HOLD DOWNS REQUIRED.
SHEAR WALL #12
LEFT ELEVATION
OF CASITA
TOTAL LOAD = 135.80 plf x (17.00 ft/2) = 1154.30 LBS
SHEAR WALL LENGTH = 8.00 FT
SHEAR WALL = 1154.30 lbs/8.00 ft = 144.29 PLF
USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C.
MAX. DRAG LOAD = 752.80 LBS. USE (6) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 402.51 LBS
NO HOLD DOWNS REQUIRED.
LATERAL ANALYSIS
SHEAR WALL #13 WALL BETWEEN HALL AND COURTYARD
TOTAL LOAD = (135.80 plf x 34.00 ft/2) + (195.30 plf x 19.00 ft/2) = 4163.95 LBS
SHEAR WALL LENGTH = 5.00 + 5.00 = 10.00 FT
SHEAR WALL- 4163.95 lbs/10.00 ft = 416.40 PLF
USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL.
MAX. DRAG LOAD = 1685.38 LBS. USE (12) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 3514.00 LBS
USE SIIVIPSON BPAHD22 TO HOLD DOWN EACH END, USE HTT22 AT CORNER.
SHEARWALL #14
LEFT ELEVATION
OF GARAGE
TOTAL LOAD = 135.80 plf x (34.00 ft/2) = 2308.60 LBS
SHEAR WALL LENGTH = 6.00 FT
SHEAR WALL = 2308.60 lbs/6.00 ft = 384.77 PLF
USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL.
MAX. DRAG LOAD = 1154.30 LBS. USE (8) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 2875.70 LBS
USE SIMPSON BPAHD22 TO HOLD DOWN EACH END.
SHEAR WALL #15
LEFT ELEVATION
OF BEDROOM 3
TOTAL LOAD = (195.30 plf x 19.00 ft/2) = 1855.35 LBS
SHEAR WALL LENGTH = 6.00 FT
SHEAR WALL = 1855.35 lbs/6.00 ft = 309.23 PLF
USE SHEAR WALL TYPE 12LWITH 5/8" x 12" A.B. AT 12" O/C. W1;2xS:rlL
MAX. DRAG LOAD = 1091.38 LBS. USE (8) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 2240.30 LBS
USE SIMPSON BPAHD22 TO HOLD DOWN EACH END.
SHEAR WALL #16
LEFT ELEVATION
OF BEDROOM 2
TOTAL LOAD = 309.75 plf x (47.00 ft/2) = 7279.16 LBS
SHEAR WALL LENGTH = 6.25 + 6.00 + 5.75 = 18.00 FT
SHEAR WALL = 7279.16 lbs/18.00 ft = 404.40 PLF
USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL.
MAX. DRAG LOAD = 2472.17 LBS. USE (18) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 4132.15 LBS
USE SIlVIPSON BPAHD22 TO HOLD DOWN EACH END.
N 16
LATERAL ANALYSIS
SHEAR WALL #17 WALL BETWEEN M. BEDROOM
AND GREAT ROOM
TOTAL LOAD = 309.75 plf x (64.00 ft/2) = 9912.00 LBS
SHEAR WALL LENGTH = 16.00 + 7.00 + 7.50 = 30.50 FT
SHEAR WALL = 9912.00 lbs/30.50 ft = 324.98 PLF
USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A.B. AT 32" O/C.
MAX. DRAG LOAD = 2688.00 LBS. USE (20) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 2713.78 LBS
USE SIlVIPSON BPAHD22 TO HOLD DOWN EACH END, USE HPA35 AT INTERIOR
AND HTT22 AT CORNER.
SHEAR WALL #18
RIGHT ELEVATION/
M.BEDROOM AND BATH
TOTAL LOAD = 309.75 plf x (19.00 ft/2) = 2942.63 LBS
SHEAR WALL LENGTH = 8.00 + 8.00 = 16.00 FT
SHEAR WALL = 2942.63 lbs/16.00 ft = 183.91 PLF
USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C.
MAX. DRAG LOAD = 995.97 LBS. USE (8) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 1110.96 LBS
USE SIMPSON HPAHD22 TO HOLD DOWN EACH END,. USE HTT22 AT CORNER.
FOUNDATION DESIGN
SOIL BEARING PRESSURE = 1500 PSF
MAX. LOAD = (40 psf x 45ft/2)+(15 psf)(11 ft)+150 psf x [(12" x 12")/144] = 1215 PLF
WIDTH REQUIRE = (1215 plf/l500 psf) x 12 = 9.72"
USE 12" WIDE x 12" DEEP CONT. FOOTING W/ (1) #4 BAR AT TOP AND BOTTOM
FOOTING CAPACITY = (1500 x 40 x 12)/(12 x 12) = 5000 LBS.
PAD DESIGN
BM #18 = 7550.00 LBS
USE 2'-6" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY
BM # 19 = 10000.00 LBS
USE 3'-0" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY
BM #24 = 6875.00 LBS
USE 2'-6" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY
1
To specify your title block on Title: Job #
these five lines, use the SETTINGS Dsgnr: Date: 3:54PM. 21 MAR 0
mbin menu selection, choose the Description
Printing & Title Block tab, and ent Scope:
your title block information.
�cj? �S. 2001 Ei•!ERCtiIC Engi s nno i:frv2ra _ -
Description steel base plate at rear patio steel pipes
General Information
'/:d,7:4o'.'
'u:<5.
Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements "
-. '.- •Ev^2" �::iFWGi1.AY']84iLfia ..'..• •' .e; _
:"' .Ju?` SEL" .i :ib'
Loads
;3ti.Y.Ta"LW.`+'4'..i3:310-:GY4* i"•t
al• _Yiiit
Steel Section
.v4 oK3iilai:"•
P6dxs
Tension Bolt Force Bolt Tension OK
Section Length
6.625 in
Axial Load
6.10 k
Section Width
6.625 in
X -X Axis Moment
0.00 k -ft
Flange Thickness
0.864 in
Web Thickness
0.864 in
Plate Dimensions
Plate Length
12.000 in
Allowable Stresses
Plate Width
12.000 in
Concrete fc
2,500.0 psi
Plate Thickness
0.600 in
Base Plate Fy
36.00 ksi
Load Duration Factor
1.330
Support Pier Size
Anchor Bolt Data
Pier Length
36.000 in
Dist. from Plate Edge
1.500 in
Pier Width
36.000 in
Bolt Count per Side
2
Tension Capacity
5.500 k
Bolt Area
0.442 in2
'tdmmary � Baseplate OK
Concrete Bearing Stress Bearing Stress OK
Actual Bearing Stress 42.4 psi
Allow per ACI 10.17 2,975.0 psi full Bearing : No Bolt Tension
Allow per AISC J9 2,327.5 psi
Plate Bending Stress Thickness OK
,a
Actual fb 3.653.1 psi
Max Allow Plate Fb 35,910.0 psi
Tension Bolt Force Bolt Tension OK
Actual Tension 0.000 k
Allowable 5.500 k
I . % h/n*x --,
bA26eif L- AAmas is
rA)
T7�L
t�2�� .�
S�ZIo
�1,�c .
. ..Do&5t 00000- - p(B3�aV.I-2-t4
/) 0
�;(b) =0.120
13�
, . r(ts)-- O �Yri
p2-Cw��v�
o,ir�3
00