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Project: SonicLocation: Troy, OH
Isbell Engineering GroupEngineer: RCM
ate: !"#$#%!!&
Codes:
Building Code: 2003 IBC
Structural Concrete: ACI 318 Latest Edition
Structural Steel: AISC ASD 9th EditionWood Framing: 1997 NDS
Design Loads:
1. Live Loads:
a. Roof: 20 psf
b. Snow: 20 psf
c.
Basic Wind Speed: 90 mph
!posure: C
"mportance Factor: 1.00
d.
Site Factor D
0.284
0.132 !"0.04
#: #.97 $ips
a. Ceiling $ %ec&anical at Roof: 10psf
b. Roofing and Rigid "nsulation: 8psf
Wind Lateral Load on Structural Frame is based on t&efollowing:
Seismic Lateral Load on Structural Frame is based on t&efollowing:
SDS
SD1
'. Dead Loads including t&e self weig&t of t&e structural elements
and t&e
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Store: 1256 CHA PROJECT #: 20155
Location: Sand Springs O!
Codes:
Building Code: 2009 IBC
Structural Concrete: ACI 318 %0&
Structural Steel: ANSI'AISC 3#0%0& 14th Edition
Wood Framing: 200& NDS
Design Loads:
1. Roof Live Loads:
a. Roof: 20 psf
b. Snow: 10 psf
10 psf c. Wind Lateral Load on Structural Frame is based on t&e following:
Basic Wind Speed: 90 mph
!posure: C
"mportance Factor: 1.00
d. Seismic Lateral Load on Structural Frame is based on t&e following:
Site Factor D
0.304
0.1#3
Cs: 0.047
#: #.9#7 $ips
a. Ceiling $ %ec&anical at Roof: 10 psf
b. Roofing and Rigid "nsulation: 8psf
(g)
(f)
SDS
SD1
'. Dead Loads including t&e self weig&t of t&e structural elements
and t&e following superimposed loads:
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Son c Dr ve-In Bu ng: Se sm c Loa s
Code: ASCE 7-05
Method: Equivalent Lateral Force Procedure
Assumptions: Site Class ! Seismic "se #roup $! S%&0'75
"npts: Res$ts:
SS 0%2&1 Cs 0.0467S1 0%102 V 4.4388
Site C$ass '(se )rop "'esign Categor* +R 6%5
" 112,t
-eig.t &5 !ips
'esign Categor* Ca$cs:
+ased on S'S +ased on S'1S'S 0%/0 S'1 0%16/A O A O+ O' + OC O C O'' O ' O
T aCt 0%02 0 1%63 0%45 0%25 1%6
Ta 0%12&5 0%5 1%0%45 1%2
1 1%11%25 1
Cs Ss 0%2&1Pre$iinar* Cs 0%0642 a 1%565&7t not greater t.a 0%1&2&2nor $ess t.an 0%01//6 S8S 0%5556ina$ Cs 0%0642 S'S 0%/0/41
9Lig.t raed a$$ss.eat.ed it. oodStrctra$ Pane$s;
.
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e to ri-ge ori;* istance
Mini.u. loa- calculations:
(! ps3 D6 GO4, use tis as p3
Rain on Sno8 surcarge
oes Rain on sno8 surcarge applyF
Is roo3 slope D 05"! in -egreesF es
Is groun- sno8 loa- D6 %! ps3F es
Rain on Sno8 @pplies
Rain on Sno8 surcarge to be a--e- "
ps6Cs=p3 BE
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&now oad !alculations 6Input cells
6Output cells
Roo3 Slope Roo3 type 0 93t
!*(%" in53t M +!*)/
?lat Roo3 Sno8 Loa- @pplies ?lat Roo3 Sno8 Loa-s 9Slope less tan " -eg* 9( in53t
B@SCE !% # &*/
( BTable $
(!ps3 B?igure (
( BTable %
( BTable /
Parapet Hgt*, H + 3t
p36!*&=Ce=Ct=I=pgBEalues are applicable 8en .onoslope roo3 D (" -eg*
?or pg D %! ps3: p36I=pg , ip an- gable roo3s 85 slope D6 &!50A!*"
?or pg %! ps3: p36I=%! 0 6 ea>e to ri-ge ori;* istance
Mini.u. loa- calculations:
(! ps3 D6 GO4, use tis as p3
Rain on Sno8 surcarge
oes Rain on sno8 surcarge applyF
Is roo3 slope D 05"! in -egreesF es
Is groun- sno8 loa- D6 %! ps3F es
Rain on Sno8 @pplies
Rain on Sno8 surcarge to be a--e- "
ps6Cs=p3 BE
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Canop* Design
Loads:
Dead: Roofing and Rigid "nsulation: 8psf
Live: Roof 20psf
Snow 12psf
+Wind ,Lateral- 1#.2psf
+ Wind ,plift- %23.1psf
+ Refer attac&ed Wind Load Design.
Cantilevered Column Design:
Lateral Load:
Wc) Canop* Widt& 14 feet
Fs)Frame Spacing: 11 feet
/p)/eig&t of lig&ting parapet 1.& feet
Wind (oint Load) /p+Fs+Wind 2#7.&9 ()s
%oment ) Wind + /eig&t of Canop* 3184.33()s*ft
/eig&t of canop* 11.90 feet
nbalanced Live Load %oment ) 10780 ()s*ft
plift %oment %#229.## ()s*ft
/ori0ontal Loading
S!)%+1'2.3+F* 1.384 +$
F* 4# ,si
plift Loading
S!)%+1'2.3+F* 2.709 +$
F* 4# ,si
nbalanced Live Loading
S!)%+1'2.3+F* 4.#87 +$
F* 4# ,si
Sp-o! " 4.53
6&erefore /SS 3757813 ade9uate
in3
in3
in3
in3
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Roof oist Design
Loads:
Dead: Ceiling $ %ec&anical at Roof: 10psf
Roofing and Rigid "nsulation: 8 psf
Live: Roof 20psf
Snow ,;o Drift- 10psf
Snow ,Drift- 41psf
Wind plift %23.1psf
oist Spacing: 2 feet
oist Span: 23.00 feet
C&ec< plift
;et uplift ),DL=WL- %12.31 psf
oist Design plift %24.#3121 p(f
plift at nds %283 ()s
0eigt o3 RTJ 1&00 ()s
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Wood Beam Si0es
/eader /DR1
em)e- /pe B
ate-ia( / ) ! EE " 1#00000 psi ((am 27#0 1& 1900000
) " 103& psi /im)e- 103& 207 1#00000
! " 207 psi 1.1& D-ation fato- in-ease
) " 4.& in
d " 11.2& in
L " 9.& ft
DL " 18psf
LL " 20psf
/-i) " 11.& ft
DL tota( " 207 p(f
LL tota( " 230 p(f
is " &&8.3&p(f
/ota( Load " 99&.3& p(f
I " &33.9 in4
S " 94.9 in3
A " &0.# in2
" 11229 ft%()s
5 " 4727.912& ()sdef(etion -atio " ('3#0
de(ta a((o6 " 0.317 in
f) " 1420 psi N 137 A((o6a)(e St-ess
f! " 140 psi +$ #8 A((o6a)(e St-ess
de(ta " 0.21 in +$
se 4.&00 11.2& Dimensiona( Lm)e-
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Wood Beam Si0es
/eader /DR'
em)e- /pe B
ate-ia( ) ! EE " 1900000 psi ((am 27#0 27# 1900000
) " 27#0 psi /im)e- 103& 207 1#00000
! " 27# psi 1.1& D-ation fato- in-ease
) " & in
d " 13 in
L " 12.& ft
DL " 18psf
LL " 20psf
/-i) " 13.& ft
DL tota( " 243 p(f
LL tota( " 270 p(f
is " 7&0p(f
/ota( Load " 12#3 p(f
I " 91&.4 in4
S " 140.8 in3
A " #&.0 in2
" 24##8 ft%()s
5 " 7893.7& ()sdef(etion -atio " ('3#0
de(ta a((o6 " 0.417 in
f) " 2102 psi +$ 7# A((o6a)(e St-ess
f! " 182 psi +$ ## A((o6a)(e St-ess
de(ta " 0.40 in +$
se &.000 13.00 24%54 ((am Beam
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Load Bearing Stud Walls
Loads:
Dead: Ceiling $ %ec&anical at Roof: 10 psf
Roofing and Rigid "nsulation: 8psf
Live: Roof 20 psf
Snow 10 psf
oist Span: 23.0 feetStud Spacing: 1#.0 inhes
Wind 20.0psf
6ributar* >rea ,oist Span' ! stud spacing-: 1&.33
>!ial (oint Load for Studs &83()s.
F)(> 70.#3 psi
33.4& psi
%odel Stud as a Column:
Species: D%L:2
: 1;200;000psi
11.00 feet
d &.&0 inhes
1.&0 inhes
2034.97psi
8&0.00psi
1.#0
1.00
1.00
1.00
1.30
1.00
1.1&
?ravit* Loads @nl*
.31 psi +$ 13&0.00psi
1.1&
1
1
1.1
0.333
#2&
1708
0.3##
0.8&4
c 0.8
0.3Bearing on Stud Wall (lates
1.2&
&20psi
#&0 psi +$
?ravit* Loads A Lateral Forces
w),Wind+stud spacing- 2#.#p(f
403ft%()s
#39 psi +$
Combined Stresses
0.23 +$
6&erfore '73 at 13 o.c. studs are acceptable.
ft2
FDL
)(>
le
lb
Fb) F
b+C
D+C
%+C
6+C
L+C
F+C
#+C
R
Fb:
CD
C%
C6
CL
CF
C#
CR
Fc"")Fc""+CD+C%+C6+C(+CFFc
"":
CD
C%
C6
CF
C(),1AF
cF
c+'c-=,,1AFcFc+'c-'=,F
cFc+c--1'
Fc
)Ece
+,led-'
Fc+)F
c""+C
F+C
D+C
%+C
F
Fc
Fc+)
,1AFc
Fc+-,'c- )
Ece
Cb )
,lbA2.84-l
b
Fcperp
:
Fcperp
)Fcperp
+C%
+C6+C
b
%),w+L'G-
fb) ,%l
b+d'3-
,fcF
c-'A,1,1=f
cF
c--+f
bF
bH1.2
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Load Bearing Stud Walls
Loads:
Dead: Ceiling $ %ec&anical at Roof: 10 psf
Roofing and Rigid "nsulation: 8psf
Live: Roof 20 psf
Snow 10 psf
oist Span: 23.0 feetStud Spacing: 114.0 inhes
Wind 20.0psf
6ributar* >rea ,oist Span' ! stud spacing-: #2.29
>!ial (oint Load for Studs 23#7()s.
F)(> 143.4# psi
#7.9& psi
%odel Stud as a Column:
Species: D%L:2
: 1;200;000psi
11.00 feet
d &.&0 inhes
: of f(( ht stds " 2 3.00 inhes
17#8.00psi
8&0.00psi
1.#0
1.00
1.00
1.00
1.30
1.00
1.00
?ravit* Loads @nl*
.31 psi +$ 13&0.00psi
1.1&
1
1
1.1
0.333
#2&
1708
0.3##
0.8&4
c 0.8
0.3Bearing on Stud Wall (lates
1.12&
&20psi
&8& psi +$
?ravit* Loads A Lateral Forces
w),Wind+stud spacing- 108.2 p(f
1#3# ft%()s
1298 psi +$
Combined Stresses
0.&7 +$
6&erfore use '='73 full &eig&t studs openings up to I=3
ft2
FDL
)(>
le
lb
Fb) F
b+C
D+C
%+C
6+C
L+C
F+C
#+C
R
Fb:
CD
C%
C6
CL
CF
C#
CR
Fc"")Fc""+CD+C%+C6+C(+CFFc
"":
CD
C%
C6
CF
C(),1AF
cF
c+'c-=,,1AFcFc+'c-'=,F
cFc+c--1'
Fc
)Ece
+,led-'
Fc+)F
c""+C
F+C
D+C
%+C
F
Fc
Fc+)
,1AFc
Fc+-,'c- )
Ece
Cb )
,lbA2.84-l
b
Fcperp
:
Fcperp
)Fcperp
+C%
+C6+C
b
%),w+L'G-
fb) ,%l
b+d'3-
,fcF
c-'A,1,1=f
cF
c--+f
bF
bH1.2
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S&ear Walls $ Roof Diap&rams
Loads:
Dead: Roofing and Rigid "nsulation: 18psf
Live: Roof 20psf
Snow 10psf
+Wind ,Walls- 1#.22psf
+Wind ,Roof- %23.12psf
+Wind ,(arapet- 3#.#9psf
+ Refer attac&ed Wind Load Design.
S&ear Wall Design ,Wind = (erp to Long Direction-
Lateral Load:
832.22
1G2.22
18.17 feet
12.&0 feet
(arapet) &.&4 feet
W)Widt& 4#.33 feet
@verall S&earwall Lengt& 12.83 feet&8.&0 feet
12.83 feet
0.00 feet
12.00psf
S&ear Load at Roof Diap&ram: ,12.'4 Long S&earwall-
()Wind ,Walls-+6ributar* >rea 1'.55 Eips
I3I.G' plf
144.45 E+ft
12. E+ft
1'.'5 Eips
S&ear Load at Roof Diap&ram: ,I.G8 Long S&earwall-
6ributar* >rea ,Walls- ) ,1'+/1-+,1'+W
1-
6ributar* >rea ,(arapet- ) ,(arapet-+,1'+W1-
/1)/eig&t
/')/eig&t to Diap&ram
L)@verall Lengt&
L1)Lengt& of S&ear Wall
L')Lengt& of S&ear Wall
Fwall
)Weig&t of Wall
S&earflow ) (L'
@verturning %oment ) (+/'
Restoring %oment ) /1+2.3+DL
tot+L
'
''
(up
)@6%=R%L'
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()Wind ,Walls-+6ributar* >rea 2.22 Eips
JD"#2K plf
2.22E+ft
2.22E+ft
2.22Eips
6&erefore use t&e following for timber s&ear walls:
* (rovide 148' >(> >pproved (l*wood or @SB on e!terior side of wall
>llowable SWS for specified construction ) 355p(f
(er 6able '823.5.1
* (rovide 12d nails at 5o.c. edge 1' o.c. field at (l*wood s&eat&ing
* (rovide Simpson /66'' &olddowns at eac& s&ear wall segment.
* B* "nspection Wind governs perpindicular to long direction
* >nc&or bolt spacing to be 22.$ inc4es
127 Dia capactiy 8 (!!! pl3
S&earflow ) (L'
@verturning %oment ) (+/'
Restoring %oment ) /1+2.3+DL
tot+L
'
''
(up)@6%=R%L'
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S&ear Walls $ Roof Diap&rams
S&ear Wall Design ,Wind = S&ort Direction-
Lateral Load:
1G'.G1
131.IG
18.17 feet
12.&0 feet
W)Widt& 24.00 feet
4#.33 feet
30.83 feet
% feet12.00 psf
S&ear Load at Roof Diap&ram:
()Wind ,Walls-+6ributar* >rea G.I1 Eips
'GG.I5 plf
111.84 E+ft
5G.8I E+ft
'.25Eips
S&ear Wall Design ,Seismic = Long Direction-
Lateral Load:
Cs ) 0.04#723927
#)Cs+W #.21 $ips
R #.&
1
W 132.8 $ips
Roof 20.0 $ips
Walls 20.# $ips
Stone #&.1 $ips
Stucco 0 $ips
6ributar* >rea ,Walls- ) ,1'+/1-+,1'+W
1-
6ributar* >rea ,(arapet- ) ,(arapet-+,1'+W1-
/1)/eig&t
/')/eig&t to Diap&ram
L)@verall Lengt&
L1)Lengt& of S&ear Wall
L')Lengt& of S&ear WallF
wall)Weig&t of Wall
S&earflow ) %a!,(-L'
@verturning %oment ) %a!,(-+/'
Restoring %oment ) 2.3+DLtot
+L1
''+
(up),@6%=R%-L1
"
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Snow ,'2- 27.1 $ips
S&ear Walls $ Roof Diap&rams ,Contd-
6&erefore use t&e following for timber s&ear walls:
* (rovide 148' >(> >pproved (l*wood or @SB on one side of wall.
* (rovide Gd nails at 3o.c. edge 1' o.c. field
>llowable SWS for specified construction ) 834p(f
(er SD(WS 6able 5.8>
Roof Diap&ram
%a!imum S&earflow 451 plf
6&erefore use t&e following for pl*wood roof diap&ram:
>llowable SWS for n=Blocllowable SWS for Bloc(> >pproved (l*wood or @SB on one side of wall.
* (rovide 12d nails at 3o.c. edge 1' o.c. field
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S&ear Walls $ Roof Diap&rams
Loads:
Dead: Roofing and Rigid "nsulation: 18psf
Live: Roof 20psf
Snow 10psf
+Wind ,Walls- 1#.22psf
+Wind ,Roof- %23.12psf
+Wind ,(arapet- 3#.#9psf
+ Refer attac&ed Wind Load Design.
S&ear Wall Design ,Wind = (erp to Long Direction-
Lateral Load:
3G.4
32.I'
18.17 feet
12.&0 feet
(arapet) &.&4 feet
W)Widt& 22.00 feet
@verall S&earwall Lengt& 11.&8feet&8.&0 feet
11.&8 feet
0.00 feet
12.00psf
S&ear Load at Roof Diap&ram: ,12.'4 Long S&earwall-
()Wind ,Walls-+6ributar* >rea 8.84 Eips
'GI.'1 plf
51.GG E+ft
G.GE+ft
8.18Eips
S&ear Load at Roof Diap&ram: ,I.G8 Long S&earwall-
6ributar* >rea ,Walls- ) ,1'+/1-+,1'+W
1-
6ributar* >rea ,(arapet- ) ,(arapet-+,1'+W1-
/1)/eig&t
/')/eig&t to Diap&ram
L)@verall Lengt&
L1)Lengt& of S&ear Wall
L')Lengt& of S&ear Wall
Fwall
)Weig&t of Wall
S&earflow ) (L'
@verturning %oment ) (+/'
Restoring %oment ) /1+2.3+DL
tot+L
'
''
(up
)@6%=R%L'
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()Wind ,Walls-+6ributar* >rea 2.22 Eips
JD"#2K plf
2.22E+ft
2.22E+ft
2.22Eips
6&erefore use t&e following for timber s&ear walls:
* (rovide 148' >(> >pproved (l*wood or @SB on e!terior side of wall
>llowable SWS for specified construction ) 355p(f
(er 6able '823.5.1
* (rovide 12d nails at 5o.c. edge 1' o.c. field at (l*wood s&eat&ing
* (rovide Simpson /66'' &olddowns at eac& s&ear wall segment.
* B* "nspection Wind governs perpindicular to long direction
* >nc&or bolt spacing to be 92.$ inc4es
127 Dia capactiy 8 (!!! pl3
S&earflow ) (L'
@verturning %oment ) (+/'
Restoring %oment ) /1+2.3+DL
tot+L
'
''
(up)@6%=R%L'
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S&ear Walls $ Roof Diap&rams
S&ear Wall Design ,Wind = S&ort Direction-
Lateral Load:
1G'.G1
131.IG
18.17 feet
12.&0 feet
W)Widt& 24.00 feet
22.00 feet
30.83 feet
% feet12.00 psf
S&ear Load at Roof Diap&ram:
()Wind ,Walls-+6ributar* >rea G.I1 Eips
'GG.I5 plf
111.84 E+ft
5G.8I E+ft
'.25Eips
S&ear Wall Design ,Seismic = Long Direction-
Lateral Load:
Cs ) 0.04#723927
#)Cs+W 4.02 $ips
R #.&
1
W 8#.0 $ips
Roof 9.& $ips
Walls 1&.3 $ips
Stone 48.3 $ips
Stucco 0 $ips
6ributar* >rea ,Walls- ) ,1'+/1-+,1'+W
1-
6ributar* >rea ,(arapet- ) ,(arapet-+,1'+W1-
/1)/eig&t
/')/eig&t to Diap&ram
L)@verall Lengt&
L1)Lengt& of S&ear Wall
L')Lengt& of S&ear WallF
wall)Weig&t of Wall
S&earflow ) %a!,(-L'
@verturning %oment ) %a!,(-+/'
Restoring %oment ) 2.3+DLtot
+L1
''+
(up),@6%=R%-L1
"
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Snow ,'2- 12.9 $ips
S&ear Walls $ Roof Diap&rams ,Contd-
6&erefore use t&e following for timber s&ear walls:
* (rovide 148' >(> >pproved (l*wood or @SB on one side of wall.
* (rovide Gd nails at 3o.c. edge 1' o.c. field
>llowable SWS for specified construction ) 834p(f
(er SD(WS 6able 5.8>
Roof Diap&ram
%a!imum S&earflow 153 plf
6&erefore use t&e following for pl*wood roof diap&ram:
>llowable SWS for n=Blocllowable SWS for Bloc(> >pproved (l*wood or @SB on one side of wall.
* (rovide 12d nails at 3o.c. edge 1' o.c. field
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S&ear Walls $ Roof Diap&rams
Loads:
Dead: Roofing and Rigid "nsulation: 18psf
Live: Roof 20psf
Snow 10psf
+Wind ,Walls- 1#.22psf
+Wind ,Roof- %23.12psf
+Wind ,(arapet- 3#.#9psf
+ Refer attac&ed Wind Load Design.
S&ear Wall Design ,Wind = (erp to Long Direction-
Lateral Load:
I3.22
54.54
18.17 feet
1#.00 feet
(arapet) 3.79 feet
W)Widt& 24.00 feet
@verall S&earwall Lengt& 1#.00 feet&8.&0 feet
1#.00 feet
0.00 feet
12.00psf
S&ear Load at Roof Diap&ram: ,12.'4 Long S&earwall-
()Wind ,Walls-+6ributar* >rea 8.'' Eips
'21.45 plf
41.4I E+ft
13.5 E+ft
'.8'Eips
S&ear Load at Roof Diap&ram: ,I.G8 Long S&earwall-
6ributar* >rea ,Walls- ) ,1'+/1-+,1'+W
1-
6ributar* >rea ,(arapet- ) ,(arapet-+,1'+W1-
/1)/eig&t
/')/eig&t to Diap&ram
L)@verall Lengt&
L1)Lengt& of S&ear Wall
L')Lengt& of S&ear Wall
Fwall
)Weig&t of Wall
S&earflow ) (L'
@verturning %oment ) (+/'
Restoring %oment ) /1+2.3+DL
tot+L
'
''
(up
)@6%=R%L'
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()Wind ,Walls-+6ributar* >rea 2.22 Eips
JD"#2K plf
2.22E+ft
2.22E+ft
2.22Eips
6&erefore use t&e following for timber s&ear walls:
* (rovide 148' >(> >pproved (l*wood or @SB on e!terior side of wall
>llowable SWS for specified construction ) 355p(f
(er 6able '823.5.1
* (rovide 12d nails at 5o.c. edge 1' o.c. field at (l*wood s&eat&ing
* (rovide Simpson /66'' &olddowns at eac& s&ear wall segment.
* B* "nspection Wind governs perpindicular to long direction
* >nc&or bolt spacing to be 96.$ inc4es
127 Dia capactiy 8 (!!! pl3
S&earflow ) (L'
@verturning %oment ) (+/'
Restoring %oment ) /1+2.3+DL
tot+L
'
''
(up)@6%=R%L'
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S&ear Walls $ Roof Diap&rams
S&ear Wall Design ,Wind = S&ort Direction-
Lateral Load:
'85.22
112.I
18.17 feet
1#.00 feet
W)Widt& 24.00 feet
24.00 feet
30.83 feet
% feet12.00 psf
S&ear Load at Roof Diap&ram:
()Wind ,Walls-+6ributar* >rea .G3 Eips
'45.I4 plf
1'4.3 E+ft
5G.8I E+ft
'.41Eips
S&ear Wall Design ,Seismic = Long Direction-
Lateral Load:
Cs ) 0.04#723927
#)Cs+W 4.20 $ips
R #.&
1
W 89.8 $ips
Roof 10.4 $ips
Walls 1&.7 $ips
Stone 49.7 $ips
Stucco 0 $ips
6ributar* >rea ,Walls- ) ,1'+/1-+,1'+W
1-
6ributar* >rea ,(arapet- ) ,(arapet-+,1'+W1-
/1)/eig&t
/')/eig&t to Diap&ram
L)@verall Lengt&
L1)Lengt& of S&ear Wall
L')Lengt& of S&ear WallF
wall)Weig&t of Wall
S&earflow ) %a!,(-L'
@verturning %oment ) %a!,(-+/'
Restoring %oment ) 2.3+DLtot
+L1
''+
(up),@6%=R%-L1
"
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Snow ,'2- 14.0 $ips
S&ear Walls $ Roof Diap&rams ,Contd-
6&erefore use t&e following for timber s&ear walls:
* (rovide 148' >(> >pproved (l*wood or @SB on one side of wall.
* (rovide Gd nails at 3o.c. edge 1' o.c. field
>llowable SWS for specified construction ) 834p(f
(er SD(WS 6able 5.8>
Roof Diap&ram
%a!imum S&earflow 152 plf
6&erefore use t&e following for pl*wood roof diap&ram:
>llowable SWS for n=Blocllowable SWS for Bloc
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S&ear Walls $ Roof Diap&rams
Loads:
Dead: Roofing and Rigid "nsulation: 18psf
Live: Roof 20psf
Snow 10psf
+Wind ,Walls- 1#.22psf
+Wind ,Roof- %23.12psf
+Wind ,(arapet- 3#.#9psf
+ Refer attac&ed Wind Load Design.
S&ear Wall Design ,Wind = (erp to Long Direction-
Lateral Load:
1.I5
133.G4
18.17 feet
12.17 feet
(arapet) &.70 feet
W)Widt& &8.&0 feet
@verall S&earwall Lengt& 17.#7 feet4#.33 feet
17.#7 feet
0.00 feet
12.00psf
S&ear Load at Roof Diap&ram: ,12.'4 Long S&earwall-
()Wind ,Walls-+6ributar* >rea I.21 Eips
42I.G plf
12I.32 E+ft
'2.5' E+ft
4.84Eips
S&ear Load at Roof Diap&ram: ,I.G8 Long S&earwall-
6ributar* >rea ,Walls- ) ,1'+/1-+,1'+W
1-
6ributar* >rea ,(arapet- ) ,(arapet-+,1'+W1-
/1)/eig&t
/')/eig&t to Diap&ram
L)@verall Lengt&
L1)Lengt& of S&ear Wall
L')Lengt& of S&ear Wall
Fwall
)Weig&t of Wall
S&earflow ) (L'
@verturning %oment ) (+/'
Restoring %oment ) /1+2.3+DL
tot+L
'
''
(up
)@6%=R%L'
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()Wind ,Walls-+6ributar* >rea 2.22 Eips
JD"#2K plf
2.22E+ft
2.22E+ft
2.22Eips
6&erefore use t&e following for timber s&ear walls:
* (rovide 148' >(> >pproved (l*wood or @SB on e!terior side of wall
>llowable SWS for specified construction ) 355p(f
(er 6able '823.5.1
* (rovide 12d nails at 5o.c. edge 1' o.c. field at (l*wood s&eat&ing
* (rovide Simpson /66'' &olddowns at eac& s&ear wall segment.
* B* "nspection Wind governs perpindicular to long direction
* >nc&or bolt spacing to be 31.$ inc4es
127 Dia capactiy 8 (!!! pl3
S&earflow ) (L'
@verturning %oment ) (+/'
Restoring %oment ) /1+2.3+DL
tot+L
'
''
(up)@6%=R%L'
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S&ear Walls $ Roof Diap&rams
S&ear Wall Design ,Wind = S&ort Direction-
Lateral Load:
152.I'
18'.15
18.17 feet
12.17 feet
W)Widt& 24.00 feet
&8.&0 feet
30.83 feet
% feet12.00 psf
S&ear Load at Roof Diap&ram:
()Wind ,Walls-+6ributar* >rea .18 Eips
'81.8I plf
G3.G2 E+ft
5G.8I E+ft
1.'4Eips
S&ear Wall Design ,Seismic = Long Direction-
Lateral Load:
Cs ) 0.04#723927
#)Cs+W #.97 $ips
R #.&
1
W 149.1 $ips
Roof 2&.3 $ips
Walls 23.2 $ips
Stone 73.& $ips
Stucco 0 $ips
6ributar* >rea ,Walls- ) ,1'+/1-+,1'+W
1-
6ributar* >rea ,(arapet- ) ,(arapet-+,1'+W1-
/1)/eig&t
/')/eig&t to Diap&ram
L)@verall Lengt&
L1)Lengt& of S&ear Wall
L')Lengt& of S&ear WallF
wall)Weig&t of Wall
S&earflow ) %a!,(-L'
@verturning %oment ) %a!,(-+/'
Restoring %oment ) 2.3+DLtot
+L1
''+
(up),@6%=R%-L1
"
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Snow ,'2- 27.1 $ips
S&ear Walls $ Roof Diap&rams ,Contd-
6&erefore use t&e following for timber s&ear walls:
* (rovide 148' >(> >pproved (l*wood or @SB on one side of wall.
* (rovide Gd nails at 3o.c. edge 1' o.c. field
>llowable SWS for specified construction ) 834p(f
(er SD(WS 6able 5.8>
Roof Diap&ram
%a!imum S&earflow 8I' plf
6&erefore use t&e following for pl*wood roof diap&ram:
>llowable SWS for n=Blocllowable SWS for Bloc
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S&ear Walls $ Roof Diap&rams
Loads:
Dead: Roofing and Rigid "nsulation: 18psf
Live: Roof 20psf
Snow 10psf
+Wind ,Walls- 1#.22psf
+Wind ,Roof- %23.12psf
+Wind ,(arapet- 3#.#9psf
+ Refer attac&ed Wind Load Design.
S&ear Wall Design ,Wind = (erp to Long Direction- Bacrea G.34 Eips
3G'.II plf
114.4' E+ft
12.42 E+ft
I.22Eips
S&ear Load at Roof Diap&ram: ,I.G8 Long S&earwall-
6ributar* >rea ,Walls- ) ,1'+/1-+,1'+W
1-
6ributar* >rea ,(arapet- ) ,(arapet-+,1'+W1-
/1)/eig&t
/')/eig&t to Diap&ram
L)@verall Lengt&
L1)Lengt& of S&ear Wall
L')Lengt& of S&ear Wall
Fwall
)Weig&t of Wall
S&earflow ) (L'
@verturning %oment ) (+/'
Restoring %oment ) /1+2.3+DL
tot+L
'
''
(up
)@6%=R%L'
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()Wind ,Walls-+6ributar* >rea 2.22 Eips
JD"#2K plf
2.22E+ft
2.22E+ft
2.22Eips
6&erefore use t&e following for timber s&ear walls:
* (rovide 148' >(> >pproved (l*wood or @SB on e!terior side of wall
>llowable SWS for specified construction ) 354p(f
(er SD(WS 6able 5.'C
* (rovide 12d nails at 5o.c. edge 1' o.c. field at (l*wood s&eat&ing
* (rovide Simpson /D3 &olddowns at eac& s&ear wall segment.
* B* "nspection Wind governs perpindicular to long direction
S&earflow ) (L'
@verturning %oment ) (+/'
Restoring %oment ) /1+2.3+DL
tot+L
'
''
(up)@6%=R%L'
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S&ear Walls $ Roof Diap&rams
Loads:
Dead: Roofing and Rigid "nsulation: 18psf
Live: Roof 20psf
Snow 10psf
+Wind ,Walls- 1#.22psf
+Wind ,Roof- %23.12psf
+Wind ,(arapet- 3#.#9psf
+ Refer attac&ed Wind Load Design.
S&ear Wall Design ,Wind = (erp to Long Direction = #estibule end-
Lateral Load:
883.15
18.17 feet
13.3& feet(arapet) 4.82feet
W)Widt& &8.&0 feet
@verall S&earwall Lengt& 8.##feet
23.00 feet
#.33 feet
2.33 feet
0.00 feet
0.00 feet
12.00psf
0.9#,ips
()Wind ,Walls-+6ributar* >rea I.82 Eips
Sum of (ier Lengt&s ) : Walls 8 % G.33 ft
S&earflow ) (Sum Walls 128.5I plf
(ull=out Force ,(iers J1 $ J'-
5G.8E+ft
8.22 ft
4.85 ft
18.''E+ft
'.8Eips
(ull=out Force ,(iers J8 $ J5-
2.28E+ft
8.22 ft
4.85 ft
2.22E+ft
2.21Eips
6&erefore use t&e following for timber s&ear walls:
*(rovide 148' >(> >pproved (l*wood or @SB on eac& side of wall
>llowable SWS for specified construction ) I'2p(f
(er 6able '823.5.1
*(rovide 12d nails at 5o.c. edge 1' o.c. field at (l*wood s&eat&ing
*(rovide SimpsonMMMMMMMMMMM &oldowns as noted on t&e plans*B* "nspection Wind governs perpindicular to long direction
*>nc&or bolt spacing to be 22.$ inc4es
6ributar* >rea ) ,1'+/1A (arapet-+,1'+W
1- ft'
/1)/eig&t
/')/eig&t to Diap&ram
L)@verall Lengt&
L1)Lengt& of (ier J1
L')Lengt& of (ier J'
L8)Lengt& of (ier J1
L5)Lengt& of (ier J'
Fwall
)Weig&t of Wall
(Drive6&ru 6ower
@verturning %oment ) (+/'
/opening1
) Window /eig&t
Wopening1
) Window Widt&
Restoring %oment ) ,2.3+DLtot
-+,Wopening1A
L1AL
'-'
(up
)@6%=R%Ltotal
@verturning %oment ) (+/opening
/opening'
) Window /eig&t
Wopening') Window Widt&
Restoring %oment ) /1+2.3+DL
tot+,L
8AL
5-
''
(up
)@6%=R%Ltotal
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project by seet no*
location -ate
client job no*
F@RC 6R>;SFR S/>RW>LL (>;L >;>LNS"S ,S/>R @;LN-
Building 6*pe:
Loading Direction:
Description: Front S&earwall ;ear D6
Load application: Wind
5 " App(ied Load " 3#&0 :
L " /ota( =a(( Len>th " 19.33
? " /ota( =a(( ?ei>ht " 13.7&
7.00 ft 3.00 ft 3.00 ft #.33 ft 19.33
5
118& : #97 : #97 : 1071 :
#.
&2
ft
1&14
:
%1&14:
1&14
:
%1&14:
1&14
:
%1&14:
13I plf '8' plf '8' plf 13I plf
%1917 : %#97 : @ / @ C #97 : %1733 :
%1104 : %411 : 411 : 1104 :
@ / 1917 : @ / @ C 1733 : @ C
1.
&0
ft
+ENIN
'5 plf '5 plf
%1917 : %1733 :%1&14 : 1&14 :
@ / 1917 : 1733 : @ C
1.
&0
ft
'5 plf '5 plf
%1917 : @ C @ / %1733 :
%192& : 411 : %411 : 192& :
@ / 1917 : 800 : @ C @ / %77# : 1733 : @ C
3.8
3
ft
1022
:
%102
2:
1022
:%99
0:
99
0
:
%99
0:14 plf '3 plf '4I plf 14 plf
%1227 : 800 : %77# : %1109 :
13.3& %2&9# : 2&9# :
@ / @ C
aimm Shea- " '5p(f
?eade- St-ap Load " 3I ()s
Si(( St-ap Load " G22 ()s
+!e-t-nin> o-e " '4I3 ()s
aimm ?'L -atio " 2.1
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project by seet no*
location -ate
client job no*
F@RC 6R>;SFR S/>RW>LL (>;L >;>LNS"S ,S/>R @;LN-
Building 6*pe:
Loading Direction:
Description: Front S&earwall >wa* From D6
Load application: Wind
5 " App(ied Load " 2 :
L " /ota( =a(( Len>th " &.34
? " /ota( =a(( ?ei>ht " 12.7&
0.00 ft 2.#7 ft 2.#7 ft 0.00 ft &.34
5
0 : 1 : 1 : 0 :
&.
92
ft
3
:
%3:
3
:
%3:
3
:
%3:'1 plf 1 plf 1 plf '1 plf
%1 : %1 : @ / @ C 1 : %1 :
1#07 : %1#10 : 1#10 : %1#07 :
@ C 1 : @ / @ C 1 : @ /
1.
&0
ft
+ENIN
128 plf 128 plf
%1 : %1 :%3 : 3 :
@ / 1 : 1 : @ C
1.
&0
ft
128 plf 128 plf
%1 : @ C @ / %1 :
%1#13 : 1#10 : %1#10 : 1#13 :
@ / 1 : 1 : @ C @ / %1 : 1 : @ C
3.8
3
ft
2
:
%2
:2
:
%2
:2
:
%2
:
5'2 plf 1 plf 1 plf 5'2 plf
0 : 1 : %1 : 0 :
12.7& %& : & :
@ / @ C
aimm Shea- " 128p(f
?eade- St-ap Load " 1 ()s
Si(( St-ap Load " 1 ()s
+!e-t-nin> o-e " 4 ()s
aimm ?'L -atio " 8222.22 3.& ;?
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Concrete
?rade Beam Design
Loads: ,Worst Case-
Dead: .
Walls 12.00 psf
Roofing and "nsulation 10psf
Ceiling and %ec&anical 8psf
niform Dead Line Load ) ,S'-+,RAC-A/+W 5'4.22 plf
S ) Span 23.00 feet
/ ) Wall /eig&t 18.17 feet
W)Walls Weig&t 12.00 psfR)Roofing Weig&t 10psf
C)Ceiling and %ec&anical Weig&t 8psf
Slab ,>ssume 5=2 tributar* slab load O 142 pcf- '22.2 plf
Stone 6rib Wall /t ,ft- ) 1#.& 3'.2 plf
6otal Dead ) 1'4'.2
Live:
Roof 20psf
Snow 20psf
niform Live Line Load '82.2 plf
Sn)Snow Load
Restaurant Floor ,42A'2-psf 'G2.2 plf
6otal Live ) 412.2 plf
Slab Loads
>ssume grade beam carries 5 foot tributar* load.
?rade Beam Design ,Contd-
1&00psf
25.G2 psf
1&.0 ft
9all
9act
Lgrade beam
)
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% ) 41.0 ,%ft
>s) %u,5+d- 1.2
0.3#
b ) grade beam widt& 30 inhes
& ) grade beam &eig&t 12 inhesd ) grade beam dept& to centroid of steel 8.#9 inhes
Bar Si0e J4
: Ba-s " 4 1.'8
6&erefore 5=J4 acceptable
in2
>stemp
) 2.2215+bd in2
>sactual
) in'
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+$
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+$