Copy of Axial and Flexure

8/18/2019 Copy of Axial and Flexure

1/30

Design Aid

Solid Section - Only considers tension steel

Allowable

Fb

Thickness 7.625 inches Bending is about axis parallel to width Fa

Width 16 inches fa

d .!1 inches r 2.2"11#! in

f$% 15"" psi h&r !#.5"16 '(

)eight 15.5 feet *eduction ".656+ '(

Allowable Stress YES

, 2.+7 kips e 1.2525 in

- .2! kipft

Fs 2# ksi

n 21.5

Strength

,u 2.2 kips Strength Design-u .71 kipft a ".7#++#1 in

f/ 6" ksi 0s ".1++2# in2


2/30

Stress Design

5"" psi

2!.!7 psi

2#.##26 psi OK

o%pression 3-4all 6.15 kipft (

racked 'o Tension 3-4all ".!! kipft 'o ood

Tension in 8teel 0s -35.784 in2

o%p controls

o%p ontrols Tension ontrols

a 1.16+ in a ".!+ in

kbal "."+5 -p ".!#716 kipft

kd .+#1"! in 0s ".55552 in2

k 1."##"# xi ".6##"610s 5.7!# in2 a2 ".55#6 in

9ifference ".1656


3/30

Flag

"

"


4/30

Aial !oad-"ending #o$ent %nteraction Diagra$

Allowable Stress Design

Solid Section

Bending is about axis parallel to width

Thickness 7.625 inches

Width 7.625 inches

d .!1 inches heck of :oad ase

d$ .! inches , 3kips4 - 3kipft4

)eight 12 feet "."1 " OK

f$% 15" psi "."1 " OK

Fs 2# ksi "."1 " OK

n 21.5

0s ".2 in2

0s " in2

0$s " in2

r 2.2"11#! in

h&r 65.#2"#1

*eduction ".7!16#1

Fa 26.!"+ psi

Fb #5" psi

kd , - % -ar% T -ar% 1

3in4 3kips4 3kipft4 3kips4 3in4 3kips4 3in4 3kips4

7 12.""+! 1.#!"22 12.""+! 1.#7+167 " ".""25 "

0xial 15.77 "

7.625 1."!16# 1.!5!2 1."!16# 1.27"! " ".""25 "6.71755+ 11.52#!1 1.511"12 11.52#!1 1.571# " ".""25 "

6.15"!57 1".55256 1.5#+657 1".55256 1.76221# " ".""25 "

5.667"#2 +.72251+ 1.55!#27 +.72251+ 1.+2#!6 " ".""25 "

5.2"2#! !.+71#5 1.5#71!2 !.+71#5 2."6+"!# " ".""25 "

#.!25+ !.27!56 1.52"521 !.27!56 2.2"#"7 " ".""25 "

#.###2!! 7.62#71 1.#!11#+ 7.62#71 2.1"71 " ".""25 "

#."!1!7 7.""2+57 1.#"!66 7.""2+57 2.#51!77 " ".""25 "

0 0.20

2

4

6

8

10

12

14

1618

A x i a l ( k i p )


5/30

2.#57+1! .152#6 1."516" #.216!65 2.++1+# 1."6##2+ ".""25 "

2.16"1#2 2.22!"+# ".+5#7# .7"5++# ."+2#5 1.#77+ ".""25 "

1.!6+16! 1.1+76"2 ".!51+"5 .2"67+1 .1!+### 2.""+1!+ ".""25 "1.5!#6! " ".7#+5 2.71!1!1 .2!#77 2.71!1!1 ".""25 "

9oubl/ reinforced bea%

rho ".""6!!#

rho$ "

k ".#15!#5


6/30

-ar% 2 -ar%

3in4 3kips4 3in4

".""25 " "."125

2+ 15.77 :oad ase

".""25 " "."125 " 1."!16# ##".""25 " "."125 1 1 11.52#!1 ;B;##

".""25 " "."125 2 2 1".55256 ;B;#5

".""25 " "."125 +.72251+ 1.1+76"1+

".""25 " "."125 # # !.+71#5 "

".""25 " "."125 5 5 !.27!56 a

".""25 " "."125 6 6 7.62#71 b

".""25 " "."125 7 7 7.""2+57 -fail

0.4 0.6 0.8 1 1.2 1.4 1.6 1.8

Moment (kip-ft)


7/30

".""25 " "."125 12 #2 .152#6

".""25 " "."125 1 # 2.22!"+#

".""25 " "."125 1# ## 1.1+76"2".""25 " "."125 #5 "


8/30

:oad ase 2 :oad ase

## ##;;## ;B;## ;;## ;B;## ;;##

;;#5 ;B;#5 ;;#5 ;B;#5 ;;#5

".!51+"5 1.1+76"2 ".!51+"5 1.1+76"2 ".!51+"5

".7#+5 " ".7#+5 " ".7#+5

"."+"6"6 a "."+"6"6 a "."+"6"6

".7#+5 b ".7#+5 b ".7#+5

".7##"1 1 -fail ".7##"1 1 -fail ".7##"1


9/30


10/301


11/30


12/30


Strength Design

Solid Section

Bending is about axis parallel to width

Thickness 7.625 inches

Width 7.625 inches

d .!1 inches heck of :oad ase

d$ .! inches ,u 3kips4 -u 3kipft4

)eight 12 feet "."1 " OK

f$% 15" psi "."1 " OK

e% ".""25 "."1 " OK

f/ 6" ksi

0s ".2 in2

0s " in2

0$s " in2

r 2.2"11#! in

h&r 65.#2"#1

*eduction ".7!16#1

kd % -ar% T -ar% 1

3in4 3kips4 3kipft4 3kips4 3in4 3kips4 3in4 3kips4

1.25 .!!5 2."#6 2.6#!5+2 !.25 .125 12 ".""25 "

0xial 5.!12 " 5.!127.625 #5.21"15 2.!7272! 5.!12 5".25 ".7625 " ".""25 "

6.751! #"."#"+6 .7"7!!5 1.2+767 ##.#!++5 1.11122! " ".""25 "

6.2"!725 6.!1277 #."77"#5 2!.77#! #".+""! 1.2+"1 " ".""25 "

5.7#+"2 #."567# #.2++#+1 26.62"16 7.!#"! 1.51#++ " ".""25 "

5.2#255 1.56!57 #.#26+61 2#.675 5."761+ 1.6!27+! " ".""25 "

#.+52!+ 2+.2622 #.#!2+#+ 22.!726# 2.516+ 1.!!!# " ".""25 "

#.56+1#7 27."+1+ #.#!1""! 21.17575 ".1"15# 1.+!#!#1 " ".""25 "

φ,n φ-n *educed φ,

0 0.50

5

10

15

20

25

30

35

40

A x i a l ( k i p )


13/30

1.!21#+# " 2.77262 " 12 ."!+" 12 ".""25 "

a 6.5!!

b 12

c "

'0 1.!21#+#


14/30

-ar% 2 -ar%

3in4 3kips4 3in4

".""25 " "."125

2+ 5.!12 :oad ase".""25 " "."125 " 5.!12 ##

".""25 " "."125 1 1 1.2+767 ;9;##

".""25 " "."125 2 2 2!.77#! ;9;#5

".""25 " "."125 26.62"16 1.6"6"2

".""25 " "."125 # # 2#.675 "

".""25 " "."125 5 5 22.!726# a

" ""25 " " "125 6 6 21 17575 b

1 1.5 2 2.5 3 3.5 4 4.5 5

Moment (kip-ft)


15/30

".""25 " "."125 #5 "


16/30

1 :oad ase 2 :oad ase

## ##

;;## ;9;## ;;## ;9;## ;;##

;;#5 ;9;#5 ;;#5 ;9;#5 ;;#5

."76+17 1.6"6"2 ."76+17 1.6"6"2 ."76+17

2.77262 " 2.77262 " 2.77262

".22177 a ".22177 a ".22177

2 77262 b 2 77262 b 2 77262


17/30


18/30


19/30


20/30


Strength Design

&artially 'ro(ted Section) Steel in center o* wall

Thickness 7.625 inches heck of :oad ase

:ength #! inches ,u 3k&ft4 -u 3kft&ft4

Web :ength ! inches 25 1

Face 8hell 1.25 inches 15 1

)eight 12 ft 6 1

f$% 15" psie% ".""25

f/ 6" ksi

0s ".2 in2 ,u 3kips4 -u 3kipft4

1"" # OK

0 161 in2 6" # OK

< 12#.5!#6 in# 2# # OK

r 2.!6!155

h&r 5".2"6!2

*eduction ".!71#"77

kd % fs -ar% % web -ar%

3in4 3kips4 3kipft4 3kips4 3in4 3kips4 3in4

1.25 5.!56 12.!7+ 1.2#51+ 51.!# .125 " "

0xial 116.#!!1 " 116.#!!1

7.625 +6."6 15.+2!5 !.6!##15 6#.! .1!75 #1.+"# ".175

6.#157222 !!.5"!7#! 17."5##"1 77.1272"1 6#.! .1!75 .5#"5 ".621511

5.65++5!! !.!"+##1 17.#52+1# 7."21+ 6#.! .1!75 2!.216"1 ".+251!#

5."15"2 7+.7+7#57 17.6"5!6! 6+.56116 6#.! .1!75 2.!6!#1 1.1!1#+"7

#.#27715 76.175+5 17.5+57+2 66.7+!2 6#.! .1!75 1+.!+2! 1.#1#+"7

.!+"+5 72.!1!156 17.#6"+ 6.#5#2++ 6#.! .1!75 16.1"+"62 1.6"2626

.!5"!"5 6!."1"1# 17.22557 5+.26#557 6#.! .1!75 12.5+7675 1.!#67+

2.+"1+75 62.55!"1# 16.!+!56# 5#.515 6#.! .1!75 +.25!##1 2."2671"6

2.#+2121+ 56.#266# 16.#+6#+ #+.17"6"7 6#.! .1!75 6."5+!#7 2.211!151

1.++5#6 5".2"17 16."25"+ #.7#5!61 6#.! .1!75 2.+7+" 2.+""!66

1 5625 #7 52 15 #+125 #1 #"+2+2 6# ! 1!75 " "

φ,n φ-n *educed φ,n

00

20

40

60

80

100

120

140

A x i a l ( k i p )


21/30

".2!+51!5 " .27"! " 12 .6+675+ " "


22/30

T

3kips4

12

26 116.#!!1 :oad ase 1

" 27 !.6!##15 26

" 1 2! 77.1272"1 ;9;26 ;;26

" 2 2+ 7."21+ ;9;27 ;;27

" " 6+.56116 116.#!!1 "

" # 1 66.7+!2 !.6!##15 15.+2!5

" 5 2 6.#5#2++ a ".#!5#1#5

1.!"!51 6 5+.26#557 b 56.5#5"11

#.5#+56 7 # 5#.515 -fail !.""56#1

!.165675 ! 5 #+.17"6"7

12 + 6 #.7#5!61

12 7 #1 #"+2+2

4 6 8 10 12 14 16 18 20

Moment (kip-ft)


23/30

12 #2 "


24/30

:oad ase 2 :oad ase

2 +

;9;2 ;;2 ;9;+ ;;+

;9; ;; ;9;#" ;;#"

6.#5#2++ 17.#6"+ 2#.!#5575 11.1"+5!

5+.26#557 17.22557 16.56717 !.67675

a "."566#!5 a ".2+75#5

b 1.!66"! b .!11"!

1 -fail 17.26521+ 1 -fail 1".!611+2


25/30


26/30

1


27/30


28/30

Slender Wall Design Criteria

Fully Grouted Walls

Input

Dead Load 350 lb/ft h/t 41.51351

Live Load 300 lb/ft Stress 24.12! psi

"ind Load 20 psf 0.05f#$ 250 psi

%ei&ht 16 ft 0.2f#$ 1000 psi

f#$ 5 'si (ethod )*

f+ 60 'si

,$ 3500 'si rho 0.00603

-hi'ness 4.625 in

"all "ei&ht 46 psf

Steel 0.186 in2/ft

eentriit+ 5.312 infr 103 psi

Servie lti$ate

d 2.3125 in ll. Defl. 1.344 in )*

I& !8.!3164 in4/ft t. Defl. 1.066303 in

n 8.28514 Servie )*

' 0.282336

Ir 5.35!!6 in4/ft

(r 4.40646! 'ipin/ft

Servieabilit+ Stren&th

D" D0.5L0.5" 1.2D1.6 1.2D1.6"0.5L

f 350 55 lb/ft 420 50 lb/ft

18 !43 lb/ft 861.6 1011.6 lb/ft

nra'ed nra'ed

left 0.!!203 0.!8!542 0.!!0445 0.!8881

ri&ht 8.60!6 .282 'ipin/ft 13.40352 13.801!2 'ipin/ft


29/30


Strength Design Shear +alls

Solid Section

Bending is about axis parallel to thickness

:ength 15.62 inches heck of :oad ase

Thickness 15.62 inches ,u 3kips4 -u 3kipft4

f$% 15" psi 26.+ 1 OK

e% ".""25 15" 7 OK

f/ 6" ksi 1+ #5 ,o 'ood

=nter up to 1" la/ers of steel -ar%

0s 3in24 d 3in4 3> or '4 3in4

".1 7 > ".!1".2 6.5 1.1

".1 ! > ".1+

".1 11.5 .6+

".1 12 #.1+

7.!1

7.!1

7.!1

7.!1

7.!1

:a/er 1 :a/er 2 :a/er :a/er # :a/er 5 :a/er 6 :a/er 7 :a/er ! :a/er + :a/er 1"

kd % -ar% F F F F F F F F F F

3in4 3kips4 3kipft4 3kips4 3in4 3kips4 3kips4 3kips4 3kips4 3kips4 3kips4 3kips4 3kips4 3kips4 3kips4

6 2!.1+5#2 #.6"!1 !".+7#"! 5.#1 .7#5! 1.2"! 7.#+1667 1!.6 1!.6 " " " " "

0xial 216."2#2 " ".1 " ".1 " " " " " " " 2+ 216."2#2

15.62 21".7527 25.2+276 21".!"25 1.562 12.#"2+! " 1".+6#12 " " " " " " " " 21".7527

1.62+"5 1!.727 ."656! 1!.+2 2.5!!2 1".+16# " +.2!25!7 " " " " " " " 1 1 1!.727

12.!56+ 166.+5+ 6.2!1"! 167.152 2.!55726 +.772!7 " 7.+5!2#2 " " " " " " " 2 2 166.+5+

11.2#1! 1#+.6!52 !.5##75 152.!275 .2!"2! !.5!2161 " 6.5+7#7 ".#!+#+ 1.#12+5 " " " " " 1#+.6!52

1".65!# 11.6!7 #".6"5! 1+.!+#1 .6666# 7.2+77#6 " 5.12+567 2.#5+"61 .5#15 " " " " " # # 11.6!7

+.#7757 11.!57 #2."67!+ 127.+"62 #."1!+72 5.!752! " .5"!+2 #.7+5+6! 5.+!1662 " " " " " 5 5 11.!57

!.6#1#1+ +5.75" #.116"5 116.621! #.5#2 #.26+"7! " 1.66!22 7.##72! !.75151 " " " " " 6 6 +5.75"

7.!#626 76.+5++ #.!!!++ 1"5.!+"6 #.671#+5 2.#2#"52 " ".##"6+ 1".#65!# 11.!+!"5 " " " " " 7 7 76.+5++

7."!#5+ 57."7# ##.517!2 +5.611# #.+7616 ".26!61 " 2.+"#"16 1#.""7# 15.5+52 " " " " " ! ! 57."7#

6.51"# 6.7672 ##.672! !5.71161 5.26+5!# 2.2+65 ".#""!+ 5.!52 1!.221"+ 1!.6 " " " " " + + 6.7672

5.6#15+2 1+.71#1 #2.2+22# 76.171 5.556 5.#116 2.2"6276 +.+5## 1!.6 1!.6 " " " " " 1" #" 1+.71#1

#.+5152 1.!"#62 +.#"26# 66.!#615 5.!2!7+ +.2!76"5 #.52!2!+ 1.!2512 1!.6 1!.6 " " " " " 11 #1 1.!"#62

#.2!262 17.77!52 6."!6"6 57.!"55 6."+66+5 1#.2551! 7.5"#25! 1!.6 1!.6 1!.6 " " " " " 12 #2 17.77!52

.62++# .1!!62 2.6152 #!.+!!#2 6.5!"27 1!.6 11.#6#66 1!.6 1!.6 1!.6 " " " " " 1 # .1!!62

2.++1526 #1.#2#5+ 2!.+772 #".726! 6.61!+ 1!.6 12 1!.6 1!.6 1!.6 " " " " " 1# ## #1.#2#5+2.66667 #+."1#2 25.!+7 1.++7! 6.!6 1!.6 12 1!.6 1!.6 1!.6 " " " " " #5 #+."1#2

φ,n φ-n

0 5 10 15 20 25 30 35 40 45 500

50

100

150

200

250

Moment (kip-ft)

A x i a l ( k i p

)


30/30

:oad ase 1 :oad ase 2 :oad ase

+ 2 #"

;B;+ ;;+ ;B;2 ;;2 ;B;#" ;;#";B;#" ;;#" ;B; ;; ;B;#1 ;;#1

57."7# ##.517!2 1!.727 ."656! 6.7672 ##.672!

6.7672 ##.672! 166.+5+ 6.2!1"! 1+.71#1 #2.2+22#

a ".""75"1 a ".1!5#67 a ".1#"17

b ##.+#566 b 67.1#1+! b +.#7"

-fail ##.7#!+ 1 -fail +.21+! 1 -fail #2.1!76# "

Documents

Copy of Axial and Flexure