Meridian Id

7/25/2019 Meridian Id

1/105

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


2/105

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:


3/105

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;

.


4/105

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


14/105

&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


15/105

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


16/105

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


17/105


18/105


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23/105


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54/105


55/105

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-


56/105

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


57/105

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


58/105

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


59/105

S&ear Walls $ Roof Diap&rams

Loads:


Live: Roof 20psf

Snow 10psf

+Wind ,Walls- 1#.22psf

+Wind ,Roof- %23.12psf

+Wind ,(arapet- 3#.#9psf


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'


60/105

()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'



tot+L

'

''

(up)@6%=R%L'


61/105


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


1-


/1)/eig&t


L)@verall Lengt&


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

"


62/105

Snow ,'2- 27.1 $ips

S&ear Walls $ Roof Diap&rams ,Contd-


* (rovide 148' >(> >pproved (l*wood or @SB on one side of wall.

* (rovide Gd nails at 3o.c. edge 1' o.c. field


(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


63/105


64/105


65/105


66/105


67/105


Loads:


Live: Roof 20psf

Snow 10psf






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



'GI.'1 plf

51.GG E+ft

G.GE+ft

8.18Eips



1-


/1)/eig&t


L)@verall Lengt&



Fwall

)Weig&t of Wall

S&earflow ) (L'



tot+L

'

''

(up

)@6%=R%L'


68/105


JD"#2K plf

2.22E+ft

2.22E+ft

2.22Eips




(er 6able '823.5.1






S&earflow ) (L'



tot+L

'

''

(up)@6%=R%L'


69/105



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


()Wind ,Walls-+6ributar* >rea G.I1 Eips

'GG.I5 plf

111.84 E+ft

5G.8I E+ft

'.25Eips


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


1-


/1)/eig&t


L)@verall Lengt&



wall)Weig&t of Wall




+L1

''+

(up),@6%=R%-L1

"


70/105

Snow ,'2- 12.9 $ips







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


71/105


72/105


73/105


74/105


75/105


Loads:


Live: Roof 20psf

Snow 10psf






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


()Wind ,Walls-+6ributar* >rea 8.'' Eips

'21.45 plf

41.4I E+ft

13.5 E+ft

'.8'Eips



1-


/1)/eig&t


L)@verall Lengt&



Fwall

)Weig&t of Wall

S&earflow ) (L'



tot+L

'

''

(up

)@6%=R%L'


76/105


JD"#2K plf

2.22E+ft

2.22E+ft

2.22Eips




(er 6able '823.5.1






S&earflow ) (L'



tot+L

'

''

(up)@6%=R%L'


77/105



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


()Wind ,Walls-+6ributar* >rea .G3 Eips

'45.I4 plf

1'4.3 E+ft

5G.8I E+ft

'.41Eips


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


1-


/1)/eig&t


L)@verall Lengt&



wall)Weig&t of Wall




+L1

''+

(up),@6%=R%-L1

"


78/105

Snow ,'2- 14.0 $ips







Roof Diap&ram



>llowable SWS for n=Blocllowable SWS for Bloc


79/105


80/105


81/105


82/105


83/105


Loads:


Live: Roof 20psf

Snow 10psf






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


()Wind ,Walls-+6ributar* >rea I.21 Eips

42I.G plf

12I.32 E+ft

'2.5' E+ft

4.84Eips



1-


/1)/eig&t


L)@verall Lengt&



Fwall

)Weig&t of Wall

S&earflow ) (L'



tot+L

'

''

(up

)@6%=R%L'


84/105


JD"#2K plf

2.22E+ft

2.22E+ft

2.22Eips




(er 6able '823.5.1






S&earflow ) (L'



tot+L

'

''

(up)@6%=R%L'


85/105



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


()Wind ,Walls-+6ributar* >rea .18 Eips

'81.8I plf

G3.G2 E+ft

5G.8I E+ft

1.'4Eips


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


1-


/1)/eig&t


L)@verall Lengt&



wall)Weig&t of Wall




+L1

''+

(up),@6%=R%-L1

"


86/105

Snow ,'2- 27.1 $ips







Roof Diap&ram

%a!imum S&earflow 8I' plf


>llowable SWS for n=Blocllowable SWS for Bloc


87/105


88/105


89/105


90/105


91/105


Loads:


Live: Roof 20psf

Snow 10psf





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



1-


/1)/eig&t


L)@verall Lengt&



Fwall

)Weig&t of Wall

S&earflow ) (L'



tot+L

'

''

(up

)@6%=R%L'


92/105


JD"#2K plf

2.22E+ft

2.22E+ft

2.22Eips




(er SD(WS 6able 5.'C


* (rovide Simpson /D3 &olddowns at eac& s&ear wall segment.


S&earflow ) (L'



tot+L

'

''

(up)@6%=R%L'


93/105


94/105


95/105


96/105


97/105


98/105


99/105


Loads:


Live: Roof 20psf

Snow 10psf





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


*(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


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


/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&


tot+,L

8AL

5-

''

(up

)@6%=R%Ltotal


100/105

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


101/105

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.& ;?


102/105

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

)


103/105

% ) 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'


104/105

+$


105/105

+$

Date post:	01-Mar-2018
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