Parametric Automation by Chris Norcross

Chris Norcross

Parametric Automation

Architectural First Floor Plan

Architectural Second Floor Plan

1.1

5.1

2.1

20'-0"

1'-10"

6.1

9.1

20'-0"

1'-10"

10.1

13.1

20'-0"

1'-10"

14.1

17.1

1'-10"

18.1

21.1

1'-10"

20'-0"

25.1

22.1

1'-10"

20'-0"

26.1

1'-10"

12'-0"

22'-0"

8'-0"

1'-4"

9'-7"

Structural Foundation Plan

1'-4"

9'-7"

1'-4"

9'-7"

1'-4"

9'-7"

1'-4"

9'-7"

1'-4"

9'-7"

1'-4"

9'-7"

1'-4"

9'-7"

1'-4"

9'-7"

1'-4"

9'-7"

1'-4"

9'-7"

1'-4"

9'-7"

1'-4"

HSS8X2X1/4

HSS12X2X1/4

3'-10"

HSS20X4X1/4

1'-4"

9'-7"

1'-4"

9'-7"

HSS20X4X1/4

1'-4"

9'-7"

HSS20X4X1/4

1'-4"

9'-7"

HSS20X4X1/4

1'-4"

9'-7"

HSS20X4X1/4

1'-4"

9'-7"

HSS20X4X1/4

1'-4"

9'-7"

HSS12X2X1/4

HSS20X8X5/8

HSS20X4X1/4

1'-4"

HSS20X8X5/8

HSS12X2X1/4

HSS8X8X1/2

HSS12X2X1/4

HSS20X8X5/8

HSS12X2X1/4

HSS8X8X1/2

HSS12X2X1/4

HSS20X8X5/8

HSS12X2X1/4

HSS8X8X1/2

HSS12X2X1/4

HSS8X8X1/2

HSS12X2X1/4

HSS20X8X5/8

HSS20X4X1/4

HSS12X2X1/4

HSS8X8X1/2

HSS12X2X1/4

HSS8X8X1/2

HSS12X2X1/4

HSS20X4X1/4

1'-4"

HSS20X8X5/8

HSS12X2X1/4

HSS8X8X1/2

HSS12X2X1/4

HSS20X4X1/4

1'-4"

HSS20X8X5/8

HSS12X2X1/4

HSS20X4X1/4

1'-4"

HSS12X2X1/4

HSS8X8X1/2

HSS12X2X1/4

HSS8X8X1/2

3'-11" 3'-11"

HSS12X2X1/4

HSS8X8X1/2

HSS12X2X1/4

HSS8X8X1/2

HSS12X2X1/4

HSS20X8X5/8

4'-1"

HSS20X8X5/8

4'-0"

HSS20X8X5/8

4'-0"

1'-4"

9'-7"

1'-4"

Structural First Floor Plan

5.1

2.1

1.1

1'-10"

20'-0"

6.1

1'-10"

HSS20X12X3/8

9.1

20'-0"

13.1

10.1

1'-10"

HSS20X12X3/8

20'-0"

14.1

1'-10"

HSS20X12X3/8

17.1

18.1

1'-10"

20'-0"

HSS20X12X3/8

21.1

20'-0"

25.1

22.1

1'-10"

20'-0"

26.1

1'-10"

HSS20X12X3/8

HSS10X4X3/8

5'-10"

B.1

Structural Second Floor Plan

HSS20X12X3/8

HSS10X4X3/8

HSS20X12X3/8

HSS10X4X3/8

HSS20X12X3/8

HSS10X4X3/8

HSS10X10X1/2

HSS10X4X3/8

HSS20X12X3/8

HSS10X4X3/8

HSS10X10X1/2

HSS10X4X3/8

HSS20X12X3/8

HSS10X4X3/8

HSS10X10X1/2

HSS10X4X3/8

HSS20X12X3/8

HSS10X4X3/8

6'-0"

E.1

HSS10X4X3/8

HSS20X12X3/8

6'-0"

G.1

HSS20X12X3/8

5'-10 14 "

HSS10X4X3/8

HSS20X12X3/8

HSS10X4X3/8

HSS20X12X3/8

6'-2"

HSS10X10X1/2

5'-4"

HSS20X12X3/8

Northern Elevation

Northern Elevation Detail

HSS10X4X3/8 Pinned Connection HSS20X12X3/8 1.25"Ø Uplift Tie Down Cable

HSS8X2X1/4 Pinned Connection

Rigid Connection

Compression Strut HSS8X8X1/2

HSS20X8X3/8

Rigid Connection

Pinned Connection

HSS20X4X1/4

HSS12X2X1/4 1.25"Ø Cable

HSS20X12X3/8

HSS10X10X1/2

Pinned Connection

Section 1

23'-10 14 "

36'-3"

3 4"

1'-10 14 "

7'-10 34 "

Section 2

11'-4"

17'-0"

11'-10 34 "

19'-10 14 "

17'-10 14 "

23'-9 34 "

27'-3"

5'-8"

12'-0

1 24'-2 4 "

6'-9 34 "

11'-10 34 "

1.25"Ø S.S. WIRE ROPE CABLE

SHOP WELDED CONNECTION

FIXED JAW CLEVIS

ADJUSTABLE JAW TURNBUCKLE

1" KNIFE PLATE

5.5"ØX1/2" TUBE WELDED INTO GIRDER 5"ØX1/4" FACE PLATE FOR HINGE PIN

1.25"Ø S.S. WIRE ROPE CABLE FIXED JAW CLEVIS 1" KNIFE PLATE

HSS20X12X3/8 HSS10X10X1/2

Axon Detail

1" KNIFE PLATE

W.P.

SHOP WELDED CONNECTION ADJUSTABLE JAW TURNBUCKLE

ADJUSTABLE JAW TURNBUCKLE 1.25"Ø S.S. WIRE ROPE CABLE

FIXED JAW CLEVIS W.P. 1" KNIFE PLATE

FIXED JAW CLEVIS

W.P.

1.25"Ø S.S. WIRE ROPE CABLE 5.5"ØX1/2" TUBE WELDED INTO GIRDER

HSS20X12X3/8 5"ØX1/4" FACE PLATE FOR HINGE PIN W.P. HSS10X10X1/2

Elevation Detail

1" KNIFE PLATE

W.P.

SHOP WELDED CONNECTION ADJUSTABLE JAW TURNBUCKLE

ADJUSTABLE JAW TURNBUCKLE 1.25"Ø S.S. WIRE ROPE CABLE

FIXED JAW CLEVIS W.P. 1" KNIFE PLATE

FIXED JAW CLEVIS

W.P.

1.25"Ø S.S. WIRE ROPE CABLE 5.5"ØX1/2" TUBE WELDED INTO COLUMN

HSS20X12X3/8 4"Ø HINGE PIN W.P. HSS10X10X1/2

Section Detail

HSS20X12X3/8 HSS10X10X1/2 FIXED JAW CLEVIS

1.25"Ø S.S. WIRE ROPE CABLE

1" KNIFE PLATE W/ SHOP WELDED CONNECTION TO MEMBERS

ADJUSTABLE JAW TURNBUCKLE

ADJUSTABLE JAW TURNBUCKLE 1" KNIFE PLATE

5.5"ØX1/2" TUBE WELDED INTO COLUMN 5"ØX1/4" FACE PLATE FOR HINGE PIN

HSS20X12X3/8 FIXED JAW CLEVIS

1.25"Ø S.S. WIRE ROPE CABLE

1" KNIFE PLATE W/ SHOP WELDED CONNECTION TO MEMBERS

HSS10X10X1/2

5.5"ØX1/2" TUBE WELDED INTO COLUMN 5.5"ØX1/2" TUBE WELDED INTO GIRDER 4"Ø HINGE PIN 5"ØX1/4" FACE PLATE FOR HINGE PIN

Plan Details

1.25"Ø S.S. WIRE ROPE CABLE

1" KNIFE PLATE W/ SHOP WELDED CONNECTION TO MEMBERS

FIXED JAW CLEVIS

Load Trace Diagrams

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Ã¿ &* ( ) &+'!"+( )

&+ ( ) &+'!"+( )

* ) -- ' '"!+ (./0 1

- ' '"!+ (./0 1 34 ' '!"+ ( )

#( )Ã¿56 78Ã¿ 69: & ( )Ã¿569 70 978 #( )Ã¿( . .;.8 7 9Ã¿(70681 !"( )Ã¿ 7 6 < ..= 0>Ã¿56? 706 2!#( )Ã¿- > Ã¿@01/87 .0Ã¿ !"#( )A!#B%

* ) -- ' '"!+ (./0 1

- 2 +"!+ (./0 1 34 2 +!"+ ( )

#( )Ã¿56 78Ã¿ 69: & ( )Ã¿569 70 978 #( )Ã¿( . .;.8 7 9Ã¿(70681 !"( )Ã¿ 7 6 < ..= 0>Ã¿56? 706 2!#( )Ã¿- > Ã¿@01/87 .0Ã¿ !"#( )A!#B%

*#!*( )

) C *#!*( ) &#&!*( )

'*!#+( )Ã¿D67?Ã¿ 68=E 6 > &#&!*( ) &+'!"+( )

* ( )

' ( )

) * ( ) &* ( )

) ' ( ) &+ ( )

!"#H &+ ( ) &'#( )

* ( )

) * ( ) &* ( )

!"#H &* ( ) , ( )

(6 Ã¿@DFÃ¿* &#GÃ¿F 7< 6 Ã¿& GÃ¿ 69 .0Ã¿& "!&

(6 Ã¿-@ DFGÃ¿F 7< 6 Ã¿& GÃ¿ 69 .0Ã¿& +!&

3) %C 3) &+'!"+( ) &* ( )%C* I 3) "#! (./0 1

3) %C 3) &+'!"+( ) &+ ( )%C* I 3) "*"#! (./0 1

3) -- - -- ' '"!+ (./0 1 - ' '"!+ (./0 1

20.439 KFt

20.439 KFt 0

-4.0878

Roof Beam Shear Diagram

(6 Ã¿-@ DFGÃ¿F 7< 6 Ã¿& GÃ¿ 69 .0Ã¿& +!&

(6 Ã¿@DFÃ¿* &#GÃ¿F 7< 6 Ã¿& GÃ¿ 69 .0Ã¿& "!&

3) %C 3) &+'!"+( ) &'#( ) , ( )%C* I 3) +&"#! (./0 1

20.439 KFt

Roof Beam Moment Diagram

-- 2 +"!+ (./0 1

#( )Ã¿56 78Ã¿ 69: & ( )Ã¿569 70 978 #( )Ã¿( . .;.8 7 9Ã¿(70681 !"( )Ã¿ 7 6 < ..= 0>Ã¿56? 706 2!#( )Ã¿- > Ã¿@01/87 .0Ã¿ !"#( )A!#B%

4.0878

Typical Roof Beam Calculations

&'#( ) , ( ) &+'!"+( )

* )

- ' '"!+ (./0 1 34 ' '!"+ ( )

0123456Ã¿899 Ã¿ 5 Ã¿ !"#$ %

3) -- - -- 2 +"!+ (./0 1 - 2 +"!+ (./0 1

01234Ã¿6778Ã¿ 912 Ã¿ 9

Ã¿ # $ % ( ' ()$ %

& $ % ( ' ()$ %

) % * )('( ) $+,- . /0 )(' () $ %

01234Ã¿6778Ã¿ 912 Ã¿ 9

! "

# $ % ' $ % ( ' ()$ %

) % ** )('( ) $+,- .

* )''( ) $+,- . /0 )'' () $ %

$ %Ã¿12 34Ã¿ 256 ( $ %Ã¿125 3- 534 $ %Ã¿$ + +7+4 3 5Ã¿$3-24. $ %Ã¿ 3 2 8 ++9 -:Ã¿12; 3-2 ' $ %Ã¿* : Ã¿<-.,43 +-Ã¿ $ %= >"

) % ** )''( ) $+,- .

* )### ) $+,- . /0 )## #) $ %

$ %Ã¿12 34Ã¿ 256 ( $ %Ã¿125 3- 534 $ %Ã¿$ + +7+4 3 5Ã¿$3-24. $ %Ã¿ 3 2 8 ++9 -:Ã¿12; 3-2 ' $ %Ã¿* : Ã¿<-.,43 +-Ã¿ $ %= >"

) )$ %

% ) )$ % #$ %

@ )$ %Ã¿A23;Ã¿ 249B 2 : #$ % ( ' ()$ %

) $ %

$ %

% ) $ % # $ %

% $ % & $ %

E & $ % # $ %

) $ %

% ) $ % # $ %

E # $ % ' $ %

$2 Ã¿<ACÃ¿) ( DÃ¿C 38 2 Ã¿(#DÃ¿ 25 +-Ã¿(# (

$2 Ã¿*< ACDÃ¿C 38 2 Ã¿(#DÃ¿ 25 +-Ã¿(# @ (

/% "? /% ( ' ()$ % # $ %"?) F /% ')@) ' $+,- .

/% "? /% ( ' ()$ % & $ %"?) F /% '@@) ' $+,- .

/% ** * ** )('( ) $+,- . * )('( ) $+,- .

/% ** * ** )''( ) $+,- . * )''( ) $+,- .

Wanting to save time with the calculations for the beams and girders, I set up a series of spreadsheets. When I change any value in the beam spreadsheets, the dependent values will be recalculated and updated in other linked together spreadsheets.

** )### ) $+,- .

$2 Ã¿*< ACDÃ¿C 38 2 Ã¿(#DÃ¿ 25 +-Ã¿(# @ (

$2 Ã¿<ACÃ¿) ( DÃ¿C 38 2 Ã¿(#DÃ¿ 25 +-Ã¿(# (

/% "? /% ( ' ()$ % # $ % ' $ %"?) F /% ) ' $+,- . /% ** * ** )### ) $+,- . * )### ) $+,- . Heavy Roof Beam Calculations

0123Ã¿5667Ã¿ 839 Ã¿ 8

Ã¿ # $ % ( ) ()$ %

& $ % ( ) ()$ %

* % + (#)( ) $,-. / 01 (#) () $ %

0123Ã¿5667Ã¿ 839 Ã¿ 8

! "

# $ % ' $ % ( ) ()$ %

* % ++ (#)( ) $,-. /

+ (&)( ) $,-. / 01 (&) () $ %

$ %Ã¿23 45Ã¿ 367 ( $ %Ã¿236 4. 645 $ %Ã¿$ , ,8,5 4 6Ã¿$4.35/ $ %Ã¿ 4 3 9 ,,: .;Ã¿23< 4.3 ' $ %Ã¿+ ; Ã¿=./-54 ,.Ã¿ $ %> ?"

* % ++ (&)( ) $,-. /

+ ** # ) $,-. / 01 ** #) $ %

$ %Ã¿23 45Ã¿ 367 ( $ %Ã¿236 4. 645 $ %Ã¿$ , ,8,5 4 6Ã¿$4.35/ $ %Ã¿ 4 3 9 ,,: .;Ã¿23< 4.3 ' $ %Ã¿+ ; Ã¿=./-54 ,.Ã¿ $ %> ?"

* *$ %

% * *$ % #$ %

* )$ %Ã¿A34<Ã¿ 35:B 3 ; #$ % ( ) ()$ %

* $ %

$ %

% * $ % # $ %

% $ % & $ %

E & $ % # $ %

* $ %

% * $ % # $ %

E # $ % ' $ %

$3 Ã¿=ACÃ¿* ( DÃ¿C 49 3 Ã¿(#DÃ¿ 36 ,.Ã¿(# (

$3 Ã¿+= ACDÃ¿C 49 3 Ã¿(#DÃ¿ 36 ,.Ã¿(# ) (

0% "@ 0% ( ) ()$ % # $ %"@* F 0% # # $,-. /

0% "@ 0% ( ) ()$ % & $ %"@* F 0% &# # $,-. /

0% ++ + ++ (#)( ) $,-. / + (#)( ) $,-. /

0% ++ + ++ (&)( ) $,-. / + (&)( ) $,-. /

$3 Ã¿+= ACDÃ¿C 49 3 Ã¿(#DÃ¿ 36 ,.Ã¿(# ) (

$3 Ã¿=ACÃ¿* ( DÃ¿C 49 3 Ã¿(#DÃ¿ 36 ,.Ã¿(# (

0% "@ 0% ( ) ()$ % # $ % ' $ %"@* F 0% ''( # $,-. / 0% ++ + ++ ** # ) $,-. / + ** # ) $,-. / Edge Roof Beam Calculations

++ ** # ) $,-. /

0123456Ã¿899 Ã¿ 3 Ã¿ Ã¿ Ã¿ %&'&% ( (!) *+*,-. *+*,-. *+*,-. *+*,-. &/)&) 3 4 5 3 4 5 3 4 5 3 4 5 3 4 5 3 4 5 3 4 5

0123456Ã¿899 Ã¿ 3 Ã¿ Ã¿ Ã¿ %''&% *0*,-. *0*,-. *0*,-. *0*,-. *0*,-. &1)&) 3 4 5 3 4 5 3 4 5 3 4 5 3 4 5 3 4 5 3 4 5

!)"%3 6

(/ &%Ã¿67

%'Ã¿67

&%Ã¿67

96: ; $ 3 96: !)"%3 6;(/<$ %&'&% = ( (!) = ( (!) = ( (!) = ( (! ) = ( (!) = &/)&) = 96:%&)()!%3 4 5

0123456Ã¿899 Ã¿ 3 Ã¿! " # $Ã¿ Ã¿ %///% 2+.,-. 2+.,-. 2+.,-. 2+.,-. 2+.,-. %% /) 3 4 5 3 4 5 3 4 5 3 4 5 3 4 5 3 4 5 3 4 5

(

9>?8 :( (!) = ;/< ( (!) = ;&%< ( (!) = ;&)< ( (!) = ;%'< ( (! ) = ;( < &/)&) = ;(/<@88;&%< 88;&%<: ( (!) = ;/< ( (!) = ;&%< ( (!) = ;&)< ( (! ) = ;%'< ( (!) = ;( < &/)&) = ;(/< 88;&%<: ()')%!!/67 = 88ABCDEFGHFI9JK L 96:8 88 %&)()!% = :8 (% /)1) = 8 :%&)()!% = @(% /)1) = 8QARODCBDGCEI9JK L

%'Ã¿67

&%Ã¿67

96: ; $ 3 96:!)"%3 6;(/<$ %''&% = (/(!) = (/(!) = (/(!) = (/(! ) = (/(!) = &1)&) = 96:%"'()!%3 4 5

(

9>?8 :(/(!) = ;/< (/(!) = ;&%< (/(!) = ;&)< (/(!) = ;%'< (/(! ) = ;( < &1)&) = ;(/<@88;&%< 88;&%<: (/(!) = ;/< (/(!) = ;&%< (/(!) = ;&)< (/(! ) = ;%'< (/(!) = ;( < &1)&) = ;(/< 88;&%<: ''1/%!!/67 = 88ABMNEFGHFI9JK L 96:8 88 %"'()!% = :8 (!'/)1) = 8 :%"'()!% = @(!'/)1) = 8QAROCDBDGCEI9JK L

%'Ã¿67 88

96: ; $ 3 96: !)"%3 6;(/<$ %///% = ' )!) = ' )!) = ' )!) = ' )! ) = ' )!) = %% /) = 96:%)&()!%3 4 5 /

(

9>?8 :' )!) = ;/< ' )!) = ;&%< ' )!) = ;&)< ' )!) = ;%'< ' )! ) = ;( < %% /) = ;(/<@88;&%< 88;&%<: ' )!) = ;/< ' )!) = ;&%< ' )!) = ;&)< ' )! ) = ;%'< ' )!) = ;( < %% /) = ;(/< 88;&%<: '1)%%!!/67 = 88ANOPOFGHFI9JK L 96:8 88 %)&()!% = :8 '&"&)1) = 8 :%)&()!% = @'&"&)1) = 8QAROBBFDGCEI9JK L

222.73776 KFt

16.35468

15.88356 11.79576

11.32464 7.23684

6.76572

222.73776 KFt 2.67792 0

2.2068 0

222.73776 KFt -13.38026 -16.04646

-16.51758 -20.60538

Roof Girder Shear Diagram

-21.0765 -25.1643

Roof Girder Moment Diagram

Roof Girder Calculations

Using Grasshopper, I developed a script which streamlines the process of calculating the shear, moment, and required section modulus of the beams and girders; this script also let me plot the shear, moment, and deflection diagrams of each member. After the framework of the script was figured out, all I needed to do was input the values from the spreadsheet. For the beams, I input the distributed loads, reactions, and beam length.

In addition to the distributed loads, reactions, and girder length, for the girders I had to also input the spacing and point loads from the beams, and the placement of the reactions.

Roof Girder Grasshopper Script

0123Ăż5231 06 78Ăż Ăż Ăż Ăż Ăż ! 0123Ăż*+,1-**./010234 7 Ăż () " Ăż ()

77Ăż "Ăż#$%&'Ăż () 5Ăż 68 !8Ăż ()

@Ăż :!; <Ăż 9Ăż :!; <Ăż

=>( ? Ăż >(

=>( ?Ăż Ăż >( '$A<$:!(B)Ăż<( (! 8 :!; <Ăż'$A<$:!(B)Ăż ()

'Ăż ()

"( C<$ĂżD$ Ăż ĂżE)(AB# Ăż8B ' F$A<$:!(B)Ăż !Ăż#$$ĂżG)' 88I J 68 K L J &J L I G7 J M =>(J J ()I G =>( O8

9Ăż :!; <Ăż

=>( ?Ăż Ăż >( :!; <Ăż'$A<$:!(B)Ăż ()

'Ăż ()

@Ăż :!; <Ăż

=>( ? Ăż >( '$A<$:!(B)Ăż<( (! 8

:!; <Ăż'$A<$:!(B)Ăż ()

'$A<$:!(B)Ăż<( (! 8

H )!(<$@$#ĂżD$ Ăż ĂżE)(AB# Ăż8B ' F$A<$:!(B)Ăż !Ăż#$$ĂżG)' 88 I

68 K L

& J L

I G7 J M =>(J J ()I

H )!(<$@$#ĂżD$ Ăż ĂżE)(AB# Ăż8B ' F$A<$:!(B)Ăż !ĂżH 9<$'ĂżG)' 88 I

68 K L

& J L

I G7 J M =>(J J ()I

F$A<$:!(B)Ăż !Ăż#$$ĂżG)' H )!(<$@$#ĂżD$ Ăż Ăż6B()!Ăż8B 'Ăż !Ăż#$$ĂżG)' 6NI 89>J &J L I J M =>(J J ()I G7

F$A<$:!(B)Ăż !ĂżH 9<$'ĂżG)' H )!(<$@$#ĂżD$ Ăż Ăż6B()!Ăż8B 'Ăż !ĂżH 9<$'ĂżG)' 6N I 8 9 > J

& J L

I G7 J M =>(J J ()I

68 68 68 !

78Ăż

0123Ăż5231 6 78Ăż 77Ăż Ăż Ăż Ăż Ăż ! "Ăż#$%&'Ăż () 0123Ăż*+,1-**6/0.60234 5Ăż 68 7 Ăż () !8Ăż () " Ăż ()

77Ăż

H )!(<$@$#ĂżD$ Ăż Ăż6B()!Ăż8B 'Ăż &ĂżA#B Ăż";CCB#! F$A<$:!(B)Ăż !Ăż#$$ĂżG)' 6PI 8 9 >

& J L

J &J LĂż

NQP

M =>(J ()I &J L

H )!(<$@$#ĂżD$ Ăż Ăż6B()!Ăż8B 'Ăż &ĂżA#B Ăż";CCB#! F$A<$:!(B)Ăż !ĂżH 9<$'ĂżG)' 6P I 8 9 >

& J L

J &J LĂż

N P

G7 M =>(J ()I &J L

H )!(<$@$#ĂżD$ Ăż Ăż6B()!Ăż8B 'Ăż &ĂżA#B Ăż";CCB#! F$A<$:!(B)Ăż !Ăż#$$ĂżG)' 6PI 8 9 >

& J L

J &J LĂż

NQP

M =>(J ()I &J L

H )!(<$@$#ĂżD$ Ăż Ăż6B()!Ăż8B 'Ăż &ĂżA#B Ăż";CCB#! F$A<$:!(B)Ăż !Ăż#$$ĂżG)' 6PI 8 9 >

& J L

J &J LĂż

NQP

M =>(J ()I &J L

6B;)'>

RSTUVT

6B;)'>

RSTUVT

6B;)'>

RSTUVT

6B;)'>

RSTUVT

6B;)'>

With all of the values from the Grasshopper script and the beam & girder spreadsheets, I made another spreadsheet which organizes all of the values and uses them to calculate the deflection of the beams and girders.

Ăż! 78Ăż

Ăż!

77Ăż

10'-0"

10'-0" Roof Beam Deflection

Ăż!

-0.198223"

Roof Girder Deflection

-0.122899â&#x20AC;?

Roof Beam & Girder Stress Calculations

12'-0"

24'-0"

-1.631199â&#x20AC;?

0123456Ã¿ 894 Ã¿ 6 Ã¿ 95 Ã¿

0123Ã¿536781Ã¿ 9 Ã¿ 3 Ã¿9

Ã¿ ! " #$%&%'! "

01234Ã¿61789 Ã¿ Ã¿ 12 Ã¿

Ã¿ ! "#$!

Ã¿ ! ""#$% !

( " ) %$*'&( !+,- . /0 $$%&%' ! "

)) %$*'&( !+,- .

% !& '#" ()* + ,- & "#$!

%% !& '#" ()* +

% )!& *

' "(")$&# *+, ./ #"#$% ! # # %

'!2"

$! .

(" 0!

" '!2" #*'! "

$! . "'$

;

! (" 0! &<( !

!%Ã¿*+

"&#$! Ã¿;01<Ã¿.0256 0 7 "'$ ! "#$!

=$% !Ã¿>23?Ã¿02478 2 9 &<( ! ""#$% !

( !2"

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& 0!

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;

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, B C: , B! "#$! C:" D , & "$#! ()* +

.! D E; .! D""#$% ! !E;& F .! #"#%$ *+, -

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Second Floor Beam Shear Diagram

-4.9721

Second Floor Beam Moment Diagram

Second Floor Girder Shear Diagram

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-23.7848

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Second Floor Girder Moment Diagram

Second Floor Beam & Girder Calculations

Second Floor Beam Grasshopper Script

Second Floor Girder Grasshopper Script

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5'-0" Second Floor Beam Deflection

5'-0" -0.088784"

Second Floor Girder Deflection

-0.706843"

Second Floor Beam Stress Calculations

16'-0"

8'-0"

-0.048166"