Comparative study of structural aluminum and steel

= ==

=

!Jill

by

J. Antonio Rodri ez

-Sublitted in partial fullfill.ment of the requirerients for the degree

of

BACHELOR OF SCIENCE in CIVIL ENGINEERING at the

Massachusetts Institute of Technology June 1959

,, /

.

.

Signature of Author:

Signature redacted

~

.

.

ez

vil Engineering

Signature of Supervisor:

Signature of the Head of the Department:

__

,

.

<

Signature redacted

) I ,, I" V " " '- ""V Prof. Eug:ne Mirabelli 1 / / l • , •

Signature redacted

/ John B. Wilbur '

1440 Beacon St •

Brookline 46, .Massachusetts May, 1959

Mr.

Secretary of th Faculty

Massachusetts Institute of Technology

CUlbridge 49. Massachusetts

Dear Sir:

Sutmitted herewith is a thesis, ntitl d "COMPARATIVE

STUDY OF STRUCTURAL

A.LUMillUM A!ID

STEEL",

in partial

!ullfillaent of the requir nts for the degree of Bachelor

of Science frCD the Massachusetts Institute of T chnology.

Respectfully yours,

-Signature redacted

-

rr~ -

..

C??'ae=

=

{ / ., • Anf;onio hodr ez

Tw author wishos to expesos his gratitud. to Professor Eugene Nirabelli, of the Civil Eugineering Department at the

assaaustts Institute of Technology, for his generous help and encouragmeat in the work ooiectsd with this study.

He wishes also to thank, for their cooperative aid, the

staffs of the AI I Im Cempany of AMerica, aM United States

Steel Corporation. Specially Mr. Cook of Alcoa, and Mr. Oraywork

compare eeenemially has arisen.

The object of this thesis is to owipare _{the oast of similarly}

leaded steel and alimnm uwmbers, designed without any speotfic structure in mind, so as to achieve as much generality as possible.

The results of this study show, that from an ecenomic point

ML MD ... R f ... VL .... VI .... VD .... Aw A 1 ... 00 r ... 00 rxx .... * ryy ... * Ixx .... Iyy ... , PL ... 0.0 Cs ... 0 YO ... c cc. CCC ccc.ececc. . . cecece*c . . ececec*c . .... *.. . ...

madim live moment maxim= impact moment

maid=m dead moment

uniform load reaction

allowable stress maximum live shear maxdmm impact shear maximu dead shear

area of web gross area

unsupported length radius of gyration

radius of gyration about x axis radius of gyration about y axis moment of inertia about x axis momnt of inertia about y axis plate

torsion bending constant

distance from extreme bottom fiber to

Simbol or Abbreviation J ... e... k in2 ...

$

ft. req~d ... O.K. d b

t

... Axis x-x .... Q W/T torsion constant

factor representing end condition kips inches square inches pounds dollars feet required an

sheer

stress actual

shear

stress acceptable

total aaxiu= m.ment total Maximum shear

depth

width thickness

horisontal axis quantity

Procndus:

Floor systems of varying span and trmsses of two, four, and six panels, have been designed and compared. Each of the ammbers in a steel trass, has been compared separately with the corres. pending member in the aluminum truss.

Loads caused by a two lane highway, with a standard H20S-16 truck loading, have been used throughout; however, for the purposes of this thesis, any other type of loading could have been used.

The design of the members complies with the specifications of the American Institute of Steel Construction, and the Specifi-cations for Structures of Aluminum Alloy 6061-T6 of the ASCE Proceedings, paper No.970. The AISC Handook (1957) and the

ALCOA Structural Handbook (1958), have been used.

In the design of the members, special care was taken to arrive at the most economical section for each metal, without much atten-tion being paid to the economies brought about by the use, in a

truss, of as many similar members as possible. Due to their variable nature, I have not included fabrication costs.

All members have been designed as welded members. In addition

after welded, in order to regain the strength lest in the welding

process.

The sope of this thesis is to design similarly loaded

ala-mium and steel aembers ad to opare their est. flor systins

of varying span and umners of 3 different trusses haVe been mpared.

The results of this study shew, that frm an 0e4go.ia point

TABLE OF gNMETS

Acknowledgments II

Synopsis III

Symbols and Abbreviations IV

Suawry VI

Table of Contents VIII

Flor Systen loadings

Loads on Stringer 2

Loads anFloor Bean

S

Design of Stringers

AlumInum ₉

Steel 14

Design of Floor Beas

Aluminum 18

Steel ₂₃

Design of 2 Panel Truss

Aluminum 29

Steel 34

Design of 4 Panel Truss

Aluminum ₃₉

Steel 49

Design of 6 Panel Truss

Aluminum ₅₇ Steel ₆₉ Econamio Comparison 81 Conclusions ₈₇ Appendix ₈₉ Influence Tables

Summary of Influence Tables Base Price and Extras

Aluminum ₉₇

Steel ₁₀₃

40* .'6 _ _1.1

As4Mr'g a:

H20-S16 Track Loading.

Thickness of Concrete Slab u 10"

Stringers 0 7 ft. Center to Center.

Leads on Stringers (20 ft. Span)

Maxim= Irinzer LoAdng: (Wheel load on support)

R w 16 (1 + 3/7 + 1/7) a 25.2 k

rincerc L n: (Wheel load not on support)

R = P x K = P

jjg_'

= 20.4

5 5.5

(b = Spaoing Between Stringers)

ao-.

2.V

VL - 25.2 + 20.4 x La6 31.3 k 2 VI W

(31.3)(0.3)

n 9.4

YD-a a) Slab: ( (?)

'

8.75 k b) Stringer: Ear AluWMnu:

Assume weight of Auminum Stringer = 34 #/ft.

Then, VD I x2g..- 0.35k

2 x 1,000

Assume weight of Steel Stringer - 62 #/ft.

Then, VD n 62 x-2Lu 0.62 k

2 x 1,000

Waim LU12 bamnl:

.q4 K

X = P x L = 20. = 20 102 k -ft.

Ma

(4 g

2 _{a 1.70 k - ft.}

8 8

M a W a 6 2 - 3.1 k - ft.

8 8

THEN . FOR ALMI

ML n 102.0 k - ft. MI =

30.6

k -

ft.

MD w

.I

k - ft. MT = 178.0 k - ft. VL = 31.3 k Vi = 9.4 k YD = 2@9 k VT a 49.8 k THEN. FOR STlL 102.0 k - ft. 30.6 k - ft. J.la.2 k - ft. 179.5 k - ft. VL =

31.3

k Vi a 9.4 k

VD*

A

k

VT = 50.1 k

A similar procedure has been used for the longer spans. ML

-MD =

FOR 20 ft. STRIN0GER SPAN p= 16 + 16 (A) + 4 (.) * 22 k (20) (20) Mb 0 u 22 (9 + 15 + 24 + 30) - 34 Ra R& = 50.5 k Dgad Lgoa: Ra a W & 2

Due Slab: R& 1&5 x 42.6 k 2 x 1,000

For AuINNIM:

Due Stringer: Ra 34 x 20 3 + 10 +17 + 24 + 31) - 1.70 k

314

Ne Beam: Assume weight a 100 #/ft.

Ra 1 a -. 1.7 k

2 x 1,000

Due Stringer: Ran 64 x 20 = (3 + 10 + 17 + 24 + 31)- 3.1 k 34

Dae Beam: Assume Weight = 200 #/ft.

Ra = 202 x#L = 3.4 k 2 x 1,000

I

9.

I

.

~1 ' I

t

P = 22 k Therefore, Ra a 4 k ML u 44 x 17 - 22 x 8 - 22 x 2 a 527 k - ft. Mi a 527 x 0.30 = 158 k - ft. DeA Lgad: Dae Slab: (2Q)(125)(2!.)(7) - (201)(25) (17)(J2) _{a 361 k} - ft. 1,000 2 1,000 2

lor A" I=u:

Due Stringer: x (2.5 x 17) - 3 x-20 (7 + 14) a 14.7 k - ft. 1,000 100 Due Boamt (12 ( 14.6 k - ft. 8 x 1,000 Duo Stringer: 2t2 (2.5 x 17) - A 0(7 + 1) 26.6 k - ft. 1,000 ₁₀₀ Due Beam: 0(])2 a 29 k - ft. 1,000 THEN, FM ALUMM ML a MI a MD = MT = 527.0 k - ft. 158.0 k - ft. .2390, k - ft.

1,075.3

k - ft. VL = VI = VD = VT W 50.5 k 15.2 k 111.7 k

MI a 158.0 k - ft. Vi a 15.2 k

ND w _A4 k - ft. VD = 31: k

MT a 1,101.6 k - ft. VT a 114.8 k

A similar procedure has been used for Floor Beaus carrying the longer stringer spans.

Q"Its A imN,4

YL a 31.3 k

VI = 9.A k

VD

a.

k

VT a 49*8 k

3 _{rAq'd = A 178 & I 132} in3

f 14 - 4,v Chec Shart Va =8.5 k/in2 (1)

V

-

L..

. a 4.13

k/in

hwtv 24

x

.5

ML = ND = XT = 278.0 k

83.5

k

J&L.1 k

550.0 k

ft. ft. ft. ft.

i-x

376

+4.3

(12.25)2]2

a1.926

in4

Su u u 154 in3 _0.z o 12.5 0. 1. YL = 38.5 k

VI

-11.5 k VD - k I VT - 68,8 k 8_{roq*d 12 = 472 in'} 14

(1) ASCE, AS E Procedintgs (May, 1956) Paper No. 970, p.14. ML-M, = ND- NT-102.00 k

30.60

k

178.00 k - ft. -aft - ft. - ft. ""--l

Chack Shejkri va n 8.5 k/in2 (2) T UgA a 2.87 k/in2

32 x

.75

XL 0 NJ = MD u r

=

600 k - ft. 180 k - ft. .. Ujm k - ft. 1,250 k - ft.

Ixx n 2,048 + 2 1ii (16.5)21 a 8.o3 in4

3 n LgE 472in3

.

.

17 0. K. VL a VI.= VD w VT.

53.8

k

16.2 k

3

m

R

k

100.0 k

Sreq'd = I A.U 2 1,070 in'

v. 5 k/in2 (3)

V 100 = 3.14 k/in

2

(2) ASCE, op. cit., p. 14.

(3) ASCE,

op.

cit.,

p.

14.

I

69909+2L(16z1 )

(26)2

=

28,509

ik

s - 28.-a 1,075 in3 O.K .

938 k - ft. 282 k - ft. _ k - ft. 2,055 k - ft. VL = 64.0 k VI n 19.2 k VD 0 k VT n 125.0 k

Sreqtd = &.55 X. a 1,760 iW3

14 8 Chogk SharX: a a 3.5 k/in2 (4) VS 15 U 3.4 k/ia2

60x .625

I *x a 11,250 + 2 (iB x 1.375)(30.69)2] Ixx - 57,850 in4 0. K.

S

n

.1j

i

1,1oin3 0. K.

31.375

0. K.

120

ft. kPa ML = 1,544 k M 1 = 464 k MD = 1.,3Q4 k MT = 3,312 k - ft. - ft. - ft. - ft. Vt = VD = VT = 77.5 k 23.2 k .2a k 152.9 k Sreq'd = 2,440 in3

(4) ASCE, op. cit., p. 14.

ML n

MD =

p*-4 9hek Shma Ta g k/lnZ (5) S-

l

- 3.1 k/iU2 Ixxu 17969 + 2 [(22 x 1.375)(33.69)21

Ixx =

86*6,5 inW

X

Y ..

37&2

2 520 O

.

,

34-375

MSIGN 07 STINGES

9D-k10 O TRIGOERS N* n 102.0 k -Mi

= 30.6 k

-ND

U.-jJ k -X? - 179.5 k -ft. ft. ft. ft. VL n 31.3 k

VI a

9.

k

VD

nL

k

VT = 30.1 k

Sroqtd

a

19..2x

12 a

107.6

a3

20

Znz:

18 W 60 s u 107.8 ia3

Oak 1or OaL (

va n 13 k/ijt? (6) 13 k/lm2 0. K.

Jl=zil

XL m 278.0 k - ft. NI a 83.5 k - ft. MD = ?JaQQ k - ft.

MT

= 561.5 k - ft.

VL

U

38.5 k

Vi a 11.5 k VD .aUQ k T 7.0 k Sreq'd w 561.5 x 12 a 337 in2 26 30 W 124 (6) AISC, Lc Handbgk (1957) p. 286. 0. K.

S

a

354.6 Sn3

gihok for Shuars

va - 13 k/in2 (7) V

iE

70

13

k/ina

2.x .58

X n 600.0 k

-NI

180.0 k -ND u.-AIU k -NT = 1278.0 k -ft. ft. ft. ft. Srsq'd 0 1278 _& I& 766 i3 20

36

W

230

3 n

835

iW3

hk

for

mshar

va n 13 k/ia

2

Sa

313.1

33.36 x .765

13 k/ia&

2

-_ft sA

ML = NJ = MD = XT =

938.0

282.0 2,180.0 k.k k k -ft. ft. ft. ft.

(7) AISC, op. cit., p.286.

0. K.

0. K. VL a VI a VD a VT n

53.8

k

16.2 k

33al. k

103.1 k 0. K. 0. K. VYL VI. VD VT= 64.0 k 19.2 k -ALQ k 131*2 k

--- S4

I= a 6, 61 + 2 C(22 x 0.935)(27.47)21

I= a

37,761

in

4

S ua =1,350in3 0. .

28 Chegk rar amar-2

va n 4.85 k/in2 v n 1 '.2 ig 4,.85 k/in2

54 x 0.5

-100 ims AR 195"4 k -

ft.

.60 k ft. . k - ft.

3.043

k - ft. VI U YDU VT

77.5 k

23.2 k

1-07 k 160.7 k Sroqd 3.243 x *2 1,825 n3 20 G-egk _{f -} Sher:

V

1.7 k/jU2

6f x .5

I - 9,157 + 2 [(1 x 25) (31)21

IME

n

57,457 in4

S a =7d 1,825

in3

31.5

0. K. ML XTU 0. K. 0. K.

1E3IQN OF flO BEAMS

I~E$IGN 07 ~WOR B&&M FOBZOftaSTRIIQUSPAI XL ND -XT = 527.0 k - ft. 158.0 k - ft* _.3ja k - ft.

1,075.3

k - ft.

T_{L a} VI.= VD = VT = 50.5 k 15.2 k .11.7k 111.97 k

Usupported lateral lumgth a 7 ft. a*

As a trial s .. 6 8.4 (a) Therefore, f a 14 k/in2 (9) Srsqfd .5 S -1 0 i92 I= 5,760 + 2 1 u 24,960 in 4 S n Z 955 9"ekfa Shoar:

va a

5.7 k/in

2

(10)

St 111. - 3.72 k/in2 48 x .625

Ckgok for Aullwable S.aA In FlnM: (ii)

so * 955 n j4 1/3

[

2 x 16 (1)3 + 49 (.625)3] . 14.6 nj B _{Ii d} .7 + J (P)_{I1 d} LO16 x 1)(24.5)21 -w3 0 O.K. op. cit., p. 9. op. cit., p. 14. op. cit,, p. 14. op.

cit.,

p.

9.

.K. (8) (9) (10) (1) ASCE, ASCE, ASCE, ASCE,

F V3.58

50&

i7.55

Therefore,

Allowable

roa e ft. saiuo SAN

ML

a

934.0

k -

ft.

Xi = 280.0 k -f t. ND = .,023. k - ft.

XT n

2,023.3 k

-

to.

Stress = 14 k/in2 (12) YL W YV a VD w VT a 0. t. 88.6 k 27.6 k

.211..

k

211 .i k

Sines unsupported length for all Floor bans is the sae as that previous mue, and sin.. this and the following beans are heavier

than the preceding e, w need not wry about bukling.

Therefore, we wifl use f a 14 k/ia2 (13)

3req'd = .023 1 1,730 i3

'1

Check for Ser

Va - 5.25 k/im2 (14) V = a..i - 4.85 k/in2 58 x .73 (12) (13) (14) I = 12,195 + 2

[(18

x 1.375)(29.69)2j

= 53,000

in4

S a ,mRo = 1,820 in3

30.375

ASCE, op. cit., p. 9. ASCE, op. cit., p. 9.

FS

60

ft.

Mrn

SPAN 1,220 k - ft. 366k - ft ja k - ft. 2,826 k - ft. VL = 116.2 k yI a 34.9 k yD = I4k T 294.7 k

Sroq'd

&o826 &

2,20 In

I4

9hwk

o

m ha

a 6o2 k/in2 (15) - n a 5.27 k/iR2 0 80 ft. SmiG SPI ML . RD w XT a 1,870 k - ft.

560

k - ft*

i4afk

Ik - ft.

4,074

k - ft.

xxx

a 19.115 + 2 ((22 x

1.375)3.69)2

I=8 3815 184 S 31J a 2,52 n3 O. K

33.'3"

0. K. yL a 175.0 k VI n 52.5 k YD = 3 k VT = 421.2 k 3reqtd = 4.074 1xJ

&

3,2690 in 14

(15) ASCG, op. cit., p. 14. L

-RD *

fta/ -- 70 * / Y& n 6.7 k/in2 (16) v N jLiaLm. 6.02 k/ia2

70 x I

Fm 129 im. 1TNG APA XL u 2,287 k - ft.

XN n 696 k - ft.

XD

La.

k - ft.

NT

a 5.392 k - ft. rq*d = LI2

1

- 4,620

in3

14

Zrz'

27-Z S72w / va = 6.5 k/in2 (17) V

Ma

= 6.5 k/iA2 72 I z = 28,583 + 2 1(24 x 1.625)(35.81)2) I= n 128,583 in

3

-

2 3.510 in

0.

K.

0. K.

Y1 D VT = 219.0 k

65.0 k

468.2 k I=

=

31,104 + 2 E(27 x 2)(37) 27

1=

=

179,000 in4

S= 1229.& 38,720 1n3

38

0. K. 0* K.

(16) ASCE, op. cit., p. 14. (17) ASCE, op. cit., p. 14.

SIGN OF

rLcx

BEAMS IML

lESION OF FLOOR EA1

FOR 20 ft. STRINGER SPAN

ML n 527.0 k - ft. MI- 18.0 k - ft. MD = 416. k - ft. mT 1,101.6 k - ft. Sroq'd

a

1.lL.i.6 x 12 62: 20 In:t

33

WF

200

S a 669.6 in 3 Cheak for V: 1

4

xda--

84 &

33

L

153

b x t 15.75 x 1.15 Check for Shar:

V- 1-1 6 5.2 k/in2

30.70 x .715

FOR 40 ft. STRINGER SPAN

VL = 50.5 k VI - 15.2 k VD = Ad

j

k VT n 114.8 k In3 0. 1. (18) _{0. 1.} 0. K. ML w 934 k - ft. MI = 280 k - ft. MD = . k - ft. NT = 2,075 k - ft. sreq'd 2.225 x 12 20 88.6 k VI . 27.6 k VD = j4k VT = 218.6 k 1,240 in3

L- -an 2.

n

JAII b xt 22 x873 I= a 8,201 + 2 (21 x 7/8)(27.*4)2

I= n

35,900 in

4 S a 3,.Lm9 n 1,285 in3 27.875 243 (19) 0. K. 0. 1.

Check for Shear:

V. 218.6 .6.5 k/in2

54 x .625

Intrvediate stiffners are needed if v

L

oxceeds MA (20)

Au (hvftv)Z

V

a - 8.6 k/in2

Therefore, no stiffners required. FOR 60 ft. STRIUKR SPAN

ML n 1,220 k - ft. MI = 366 k - ft. MD.

1=3&

k - ft. XT * 3,018 k - ft. Sreq'd n 3.91 X 1U 20 141

T4

(19) (20) VL u 116.2 k Vi = 34.9 k VD a . k VT n 317.8 k 1,810 in3 Ixx a 14,200 + 2 ((1 x 24)(31)2 Ixx = 58,300 in4 S = * =.30Q 1,850 in3 31.5

AISC, op. cit., p. 286.

AISC, op. cit., p. 298.

0. K.

l~xn-w 600 (21) b x it 24 x 1

Check for Shear:

T=

31.81

.

n6.95

k/in2

1 x .75

0. K.

Intermediate stiffners are neoded if v Y. exceeds f (22)

f

9.A

k/in

2

Therfore, no stffners required.

FPO 80 ft. STRfI SPAN

HL * 1,870 k - ft.

MI 560 k - ft.

MD w k - ft. T n 4,317 k - ft.

Sreq'd 4.312 &

J&

-20 VL - 175.0 k VI a 52.5 k VD n

ZZLI

k VT = 449.5 k

2,59o

in3

Zw

I=a 27,200 + 2 [(1 x 26)(36.5)2]

I= a 96,600 in

1 --- ₈ S * = 37 2,610 in3

LL&

= (84)(74) a 207 (23) b x t (30(0) (21) AISC, (22) AISC, (23) AISC, op. cit., p. 286. op. cit., p. 298. op. cit., p. 286. 0. K. 0. K.

Check for Shear:

0. K. V = 449. n 7.13 k/in2

72 x .875

Intermediate stiffners are needed if v

L

excoeds # mw% (24)

Av

(hvltv)Z'

( 4,' 2 9.45 k/in

2

Therefore, no stiffners required. FOR 100 ft. STRINGER SPAN

ML n 2,287 k - ft. MI a 696

k -

ft.

ND

= k - ft.

HT - 5,437

k -

ft.

Sreq'd = 5.-37 x I& 20 VL n 219.0 k VI m 65.5 k VD = k VT - 572.3 k 3,260 in3 -- Z v/ Check for ft L L4 Q 6 =600 (25) b x t 26 x 1

Check for Shear

v - 3 6.92 k/in2 84 x I (24) (25) Ixx w 49,400 + 2 [(1 x IXX a 143,200 in 26)(42.5)21 S n 1tt.20

43

0. K. 0. K.

AISC, op. cit., p. 298.

AISC, op. cit., p. 286.

Therefore, no stiffners required.

DESIGN OF 2 PANEL TRUSS

TRU53LADN

Uniforu Load- 6u W #/ft. Cao stratod Leads:

a) Chords: 18,000 #/Lan

b) _{Diagonals and Vertisals: 26,000 #/Lan}

Impact w .ni__ but less than 0.30 Live Lead 125 + L

Load Facter = 1.147

Live:

Uniform _{29.4 k}

Cone. Chord 20.6 k Cone. Diag. and Vert. 29.8 k Dead Leads:

Slab 85.0 k

Stringer _{5.4 k}

Floor BeaM

Total 92.3 k

AssuMe weight of truss = 0.20 k/ft.

L. L. stress

D. L. Iap-. I + L Total

Stress Uni. Cono. Total Frac. I+I+D

Bar k k k k k k t4LI 0 0 0 0 0 0 L1L2 0 0 0 0 0 0 U₀ U1 -50 -14.7 -10.3 -25.0 0.24 -31.0 -82.5 U1U2 -50 -14.7 -10.3 -25.0 0.24 -31.0 -82.5 L 0U0 -50 -14.7 -14.9 -29.6 0.24 -36.8 -88.5 LjU₁ 0 0 0 0 0 0 L2U2 -50 -14.7 -14.9 -29.6 0.24 -36.8 -88.5 UOLI 70.7 20.8 21.1 41.9 0.24 52.1 124.1 L1U2 70.7 20.8 21.1 41.9 0.24 52.1 124.1

Erx:

'-a 2.3? 10 A

2

14.98

3.9

2.23 Area a 2 x 1.97 + 2.23 a 6.19 in2 1 n (1.9)(2.5) + (2.25)(5.125) 6.19 T a 3*46w L

0.96

1.66

2

0.92 2.78 '1

3.62

6.25

18.60 6.25 Total I a _{24.85 0. K.} rm.= rxe / 2 DRSIGN OF _{, AND !I Un}

Design Load = 124.1 k (Tension)

Area = (3.01)(2) + 2.3 . 8.52 in2 To (3.)(6.02) + 2.5 (7.125) 8.52 To 54.6 in. A L L2 Ij 6.02 1.06 1.12 6.75 K ~/ Z 10

50.45

10 A 2.30 L

2.69

Ij

7.25

18.10118 Total I n

68.53

rin = r 2.84 Arsq'd n 15 a 8.26 ia2 13

DESIGN OF UU1, -1U2,

4OU.,

AND 2P2 Design Load a 88.5 k (Cqmpr..aion)

K/2

j l -2 " 7-4/ A

10

2- 263.68 12.60 1.17 PL

3.0

4.96

ruin n rn w -4.78" Therefore, 7 k/in2 (27) AreqId = a 12.5 in2

7

0. 1. 0. 1. Area a 12.60 + 3 n 15.60 T (12.60)(6) + 3(12.1z5) u 7.17' 13.60 L

1.37

17.3

24,.60

73.8

Total I a 281.0

354.8

0. K.

(27) ASCE, op. cit., p. 6.

IT

Unifora Lead 0 6,40.0

f/ft.

Coamemtrated loads:

a) chords: 18,000 #/Lanw

b) Diagonals and Vertioalss 26,000 #/Lane

Impat a 50 but los" thas 0.30 Live Toad

Lead Factor a 1.147

TLve s

Uniform 29.4 k

Con.. Mord 20.6 k

Cono. Diag. and Vert. 29.8 k

Dead:

Slab 83.0 k

String 12.4 k

Floor Bea

.3

k

Total 101.2 k

Assume weight of truss n 0.30 k/ft.

Bar D. L. L LA IMp. Total

Stress Uni. Con. Total Fract. I + L I+L+D

LOL1 0.0 0.0 0.0 0.0 0.0 0.0 LjL2 0.0 0.0 0.0 0.0 0.0 0.0 U0 U1

-56.6

-14.7 '-10.3 -25.0 0.24 -31.0 - 87.6 U1U2 -56.6 -14.7 -10.3 -25.0 0.24 -31.0 - 87.6 LOUQ

-56.6

-14.7 -14.9 -29.6 0.24 -36.8 - 93.4 LIU1 0.0 0.0 0.0 0.0 0.0 0.0 L2U2 -56.6 -14.7 -14.9 -29.6 0.24 -36.8 - 93.4 U₀L₁ 80.0 20.8 21.1 41.9 0.24 52.1 132.1 LiU2 80.0 20.8 21.1 41.9 0.24 52.1 132.1

at

ANL TRMS

Zn:t

,- ~,g ~ 4

LI}4

~.j '.7 AIs a

-

all

10 2 - 24.8 PL ---A

3.90

2.25 Area a 2 (1.95) + 2.25 - 6.15

1n

T* .9 x 2.5 + 2.25 & 51

T.13

I. L

0.96

1.67 02 0.92 2.78 Total 3.60 6.25 In IT 18.40

24.63

r *in a rxz E s 2.0

D dIN OF L1. *92.k (C. AeND sLo)

Desigm Load = 93.4 k (Couprossim)

L I. Io 133.8 A 8.94

Area

a 2 x #.47 + 2.75 = 11.69 ia2 * 8.9* 1 1 +.7 1 10.125 11. 63

To a 6.37"

L

1.37

L2 1.88 Ii 16.8 IT l5o.6 0. 1.

Total I=

-ai rxz = .- "

Therefore, fall 10.13 k/in? (28) Areqd n 10l a 9.2 in2

10.13

DNOUN AO F UdLi., AND-LizU2

Design Load a 132.1 k (Tension)

Z Area a 2 x 3.36 + 2.5 n 9.22 in2 S- 6.72 x J + 2.5 x 8.13 9.22 To 5.12"

Ku

!p-5

AxLA x - zE I0 PL A 6.72 2.50 L 1.12 3.00 L2- I1 1.25 8.43 9.00 22.30 Total I = - rxx /9 a 3.220 v 9.22

(28) AISC, op. cit., p. 209.

0. K. 0. K. 0. K. IT

73.0

'2.3

9305 0. K.

q,/ r7 I-'7

@21

0

-n

0

K.

If)

on

_I

Panel Leads as in page 30, mopt for the dead load of the truss which we will assme: Wt. of truss n 0.30 k/ft.

D.

L. L.L. Stress IXp. Total

Bar Stress Uni. Cone. Total Fract. I+L+D

LOL1 L1L2 L2L3 L3L4 U1 U2 U2U3 U3U4 Uo U₁L1 U2L2 U3L3 U4L4 UOL₁ UiL2 0.0 156.5

156.5

0.0

-156.5

-208.6

-208.6 -156.5 -156.5 - 52.2 0.0 - 52.2 -156.5 222.0 73.6 0.0 4.0 44.o 0.0 -.440 -58.8 -58.8 -44.o -44.0 7.3 -22.0 0.0 7.3 -22.0 -44.0 62*4 31.2 -10.8 0.0 15.4 15.4 0.0 -15.4 -20.6 -20.6

-15.4

-22.4

7.45

-14.90 0.0

7.45

-14.90 -22.4 31.6 21.1 -10.6 o .o

59.4

59.4

0.0

-59.4

.79.4

-59.4

-66.4 14.75

-36.90

0.0

14.75

-36.90

-66.4

94.0

52.3

0.175

0.175

0*175 0.175

0.175

0.175

0.175

0.280 0.216 0. 000 0.280 0.216 0.175 0.175 0.216 0.280 0.0 69.8 69.8 0.0

. 69.8

-

93.3

-

93.3

- 69.8 - 78.0 18.9 -

44.9

0.0 18.9 - 44.9 - 78.0 110.5 63.6 - 27.4 0.0 226.3 226.3 0.0 ..226.3 -301.9 -301.9 -226.3 -234.5 - 97.1 0.0 -

97.1

-234.5

332.5

137.2 * I I I. I ________ I

3 2

-10.8 -10.6 -21.4 0.280 - 27.4

Lf Area n 2 x 1.97 + 2.25 - 6.19 ii2 To a (3.941)(2.5) + (2.25)(5.125) 6.19 Tow3- 6 AAS ;& - : I0 2 L-A 14.98 PL 2.25 L

0.96

1.66

0.92 2.78 Ii

3.62

6.25

Total I -rain z rxx 9 2

DESIGN OF ulhz. AND L2U3

Design Load = 137 k (Tension)

IT 18.60 24.85 7- 354 10 A Area = 6.02 + 3.13 a 9.15 To = (6.01)(3.5) + 3.13 (7.125) 9.15

To

= 4.7" L Ii _IT 6.02 1.23 1.51 2 L 43.4 9.10 52.80

rain a rxx 0 = 2.83'

Areq'd = = a 9.12 in2

15

DESIGN OF LjI2, AND L2L3

Design Load = 226.3 k (Tension)

Area = 2 x 5.88 + 3.44 = 15.2 in2 - 94 I0 A yo a 11.76 x 4.5 + 3.44 X 9.16 15.2 To a 5.56' L 121.84 11.76 1.06

3.#4

3.60

I1 1.12 14.2 12.95 44.5 IT 136.0 Total I a rain a rxx n 2.4" Areq'd w 15.05 in2

DESIGN OF UoLi, AND L3U4

Design load = _{332.5 k (Tension)}

0. K.

0. K.

180*5

0. K.

/4 12t

AgLw

&W-2 PL 10

359.3

A 20.58 3.00 23.5. Yo 6.78* L 0.78

5.3453

L2 L 0.61 12.3 28.50 85.3 Total I a IT 371.8

457.3

0. K. 0. K. rmina rax n 3.4" Argeqd 0

4314

₁₃

* 22.2 1*2

=SIG OF UjLi, AND U.1L1

Design Load = 97.1 k (Cpression)

IZz

Area a 12.60 + 3 n 13.0 102

o a

12.60 x 6 + 3

x

1.125 T- 7.17" ALg

a

4 S L2 I 1.37 17.3

24.6

73.8

Total I = IT 281.0

334.8

/2 /Ar- 74 1 2-10 263.7 A 12.60

3.00

L

1.17

4.96

Aroq'd 2l,1 n 13.9 in2

7

Check for local Buckling (30)

(29) ASCE, op. cit., p. 6.

(30) ASCE, op. cit., pp. 11, 12, 13.

B

j /f /.7/ A 19.92 10 629.5 Area - 2 x 9.96 + 3.25 - 23.17 in2 TO = 19.92 x 7.5 + 3.25 x 15.125 23.17 To = 8.58" L 1.08 L1 1.17 IT 23.2 652.7

3.25

6.55

42.80 139.0 19,. Total I -rain = rxx 5.88" 1 23.17 Therefore, f a 10.2 k/in2 (31) Areq'd a 1092 = 23 in2 (32) 10.*2

Check for Local Buckling

IESIGN OF UjU2, AND U2U3

Design Load = 301.9 k (Compression)

Laz:

F

A 7 Area = 19.92 + 10.31 = 30.23 in2 To = 19.92 x 7.5 + 10.31 x 15.28 30*23 YO = 10.2" op. cit., p. 6. op. cit., pp. 11, 12, 13. 791.7 0. K. 0. K. 0. K. (31) (32) ASCE, ASCE,

A4iLx - s 10 A 19.92 2.70 10.31

5.18

rain w

rxx

=

,

a

1w

/30.23

Therefore, f a 10.2 k/in2 (33) Areq'd = 3Qa a 29.6 in2 10.2

Check for Local kuokling (34)

3)

Asci, op. cit., p. 6.

)

ASCE, op. cit., pp. 11, 12, 13.

26.8 Total I = 1,052.0 2"

629.5

L Ii 145.0

7.3

IT

774.5

277.5

&27.5

0. K. 0. K. 0. K.

(3

(3

Panel Loads as In page 35, exsept for the dead load of the truss which we will asam: Wt. of truss a 0.30 k/ft.

D. L.. L. . Stress Imp. Imp. Total

Stress. Uni. Conc. _Total Frac. Stress I+L+D

0.0 170.0 170.0 0.0 -170.0 -226.0 -226.0 -170.0 -170.0 LOL1 LiL2 L2L,

L

3L4 UQUl U1U2

U

₂

U

₃

U

3

t

4 UL2 L_3U3 L₄U₄ U₀L1 U1L2 U3L2 U4L3 0.0 44.0 44.0 0.0 -44.0 -58.8 -58 .8 -44.0 -44.0 7.3 -22.0 0.0 7.3 -22.0 -44.0 62.4 31.2 -10.8 31.2 -10.8 62.o4 0.0 15.4 15.4 0.0 -15.4 -20.6 -20.6 -15.4 -22.4 7.4 -14.8 0.0 7.4 -14.8 -22.4 31.6 21.1 -10.6 21.1 -10.6 31.6 0.0

59.4A

59.4

0.0

-59.4

-79.4

-79.4

-59.4

-66.4

14.7 -36.9 0.0 14.7

-36.9

-66.4 94.0 52.3 -21.4 52.3 -21.4 94.0

0

175

0

175

0.175

0*175

0

*

175

0.175 0.175 0.280 0.216 0.280 0.216 0*175 0*175 0.216 0*280 0.216 0.280 0.175 0.0 10.4 10.4 0.0 -10.4 -13.9 -13.9 -10.4 11.6 4.1 8.0 0.0 4.1 8.0 11.6 16.5 11.3

- 6.0

11.3 - 6.0 16.5 0.0

69.8

69.8

0.0

- 69.8

-

93.3

-

93.3

- 69.8 - 78.0 18.1 -

44.9

0.0 18.1

- 44.9

- 78.0 110.5 63.6 -

27.4

63.6 - 27.4 110*5 0.0 239.8

239.8

0.0 -239.8 -319.3 -319.3 -239.8 -248.0 -101.5 0.0 -101.5 -248.0 350.5 143.6 143.6 350.5 - 56.6 0.0 - 56.6 -170.0 240.0 80.0 80.0 240 .0 4 PAU& TRU i p -- - -- - - i

DESIGN OF tol1, L9LI, AND

!JUj

Design Lad a 0

B7

LxIUa l -

IV

I0 2&4 14.8 PL A

3.90

2.25 Area - 2 (1.95) + 2.25 - 6.15 In2 To a 9 x 2A + 2.25 x 5.11 6.15 To a-*6 L

0.96

1.67 L2 0.92 2.6 Total 11

3.60

6.25

I ' IT 18.40 24.63 0. K. idia = rxz n 20

DESIGN OF V1La, AND U1L

Desigp Lead n 143.6 k (Tensica)

-IS 4 8~1 10

6*.6

A 6.72 Area n 2 x 3.36 + 2.5 a 9.22 za2 Te 62x +2.ix 125

9.22

To m 5.12" L 1.12 1.25 Ii

8.*43

IT

73.0

2 " Azin-' . xi

10 A 2.50 L

3.00

9.00 Total I = rain a rxx == 9.22 Areqtd = 20%6 7.18 20 DEINOF L1L, AND L U3 3.22' in2

Design Load w 101.5 k (Compression)

1UZt Area a 2 x 4.47 + 2.75 - 11.69 in2 o a 9.94 x 5 + .75 x 10.11 11.69 I0 A

133.8

2.75 L 1.37

3.76

IF I 1.88 16.8 14.10 38.8 Total I = rtin a rxx 4: = 4.04"0 Therefore, f u 10.13 k/in2 (35) Areq'd = 11.,5 = 10 in2 10.13 DESIGN OF L1L2, AND L2L3

Design Load m 239.8 k (Tension)

(35) AISC, op. cit., p. 209.

IT 22.5 _22.5

95.5

0. K. 0. K.

L

f

I1

150.6

189.4 0. K. 0. K.

-I

//If

L~-

N Ar.aa 2 x 4.39 + 3.44 12.22 1*2 T w

8.78 x

j.5 + 3.4

x

9.156

12.22 O 5.8' A 8.78 3.4 L 1.y 3.36 L2

1.069

11.30 Total

raji

a rz 1 2.0" / 12.22 Areq'd a - 12 1,a2 20

Deaia Lod n 350.5 k (Tmsoan)

L

-- -/2 M Area n 2 x 7.32 + 3

.

17.64 i 2 To= 11.64 z6 + A x- 12,1.3 17.64

To

7.05"

L2 I1 1.10 16. 25.8 76.*4 Total I -2 Li 2 " 10 101.4 Ii 14.8

38.I

I.= IT 116.2 155.1 0. t. 0. K. 10 287 A 14.64

3.00

L 1.05 5.08 IT 303. 1 isA

379.5

20

DESIGN OF ofl. o UOU40 I. AID UIU4

Design lead a 248 k (Cimpression)

=14

K

30 A 10 Area a 2 x 849 + 3 a 20.58 iN2 a= 17.A x + x 12.13 2-L 17.58 0.89 3.00 5.24

0.79

27.40 1 IT

13.9

35.3

82.3 Teta I u r -in a ra. Therefore, f * 11.55 k/iW

Areq'd a . 21.A i*2

11.55

Use PL 12 x 5/16

DESIGN OF 192, AND U2U3

0. K.

(36)

Design Lead a 319.3 k (Compression)

(36) AISC, op. cit., p. 209.

TO a 8.?" II

625.2

19.8 1.20

3.0

rja" - rxx a F 5.860 Thwrfor., f n 13.74 k/in2 (37) Areq'd a a 23.2 in2 Use PL 12 x 5/16 1.4

86.o

41.010 124.0 Total I a

(37) AISC, op. cit., p. 209.

10 A L IT

653.8

777.8

0. K.

'7 c 7 I '7 ~ ' 7____________________

gnm

of)

on

an

in

'In

Panel Loads as in page 30 9 eept for the dead load of the truess

whikh we will assme: Wt. of truss a 0.15 k/ft.

Bar _{II + L}

Stress UDI. Cone. Total Frac. Stress I+LD

______ I ______I J .1 _____ r _{f a} LOL1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 L1L2 246.0 73.5 17.1 90.6 0.137 _{12.3 102.9} 348.9

L2L3

393.0

117.6

27.4

145.0

0.137

19.9

164.9

558.0

L

3

L

4

393.0

117.6

27.4

145.0

_0.137

_19.9

_164.9

_558.0

L₄L₅ 246.0 73.5 17.1 90.6 0.137 12.3 102.9 348.9 L₅L6 0.0 0.0 0.0 0.0 0.0 0.0 0.0

U

0

U1

-246.0

-

73.5

-17.1

-

90.6

0.137

-12.3

-102.9

-348.9

UiUz

-393.0

-117.6

-27.4

-145.0

0.137

-19.9

-164.9

-558.0

U2U

3

-442.8

-132.0

-30.9

-162.9

0.137

-22.3

-185.2

_-628.0

U

3

U4

-442.8

-132.0

-30.9

-162.0

0.137

-22.3

-185.2

-628.0

U405 -393.0 -117.6 -27.4 -145.0 0.137 -19.9 -164.9 -558.0

U5U6

-246.0

-

73.5

-17.1

-

90.6

0.137

-12.3

-102.9

-348.9

LoUO -246.0 -

73.5

-17.1 -

90.6

0.137 -12.3 -102.9 -348.9 5.0 5.1 10.1 0.288 2.9 13.0

-147.5

- 49.2 -20.0 - 69.2

0.158

-10.9 - 80.1 _-227.6 L2U2 14.7 9.9 24.6 0.226 5.5 30.1 13.4 - 16.7

_-19.7

_{-14.9 -}

_34.6

_0.186

_-

_6.4

- 41.0

-

57.7 L3U3 0.0 0.0 0.0 0.0 0.0 0.0 0.0

L. L. Stress Imp. Imp. Total

Bar -I ₊ L

Stress Uni. Cone. Total Frae. Stress I+L+D

L4U4

1

6

U6

L3U3 L₁ U L2U1 L3U 2 L_3U4 L5U6 -

_16.7

-147*5

-246.0 0.0 W4.0 208* 1 69.8

69.8

208.1 348.0 14.7 19.7 5.0 -

49.2

- 73.5 0.0 104.0

69.5

7.0 41.2 . 21.0 41.2 - 21.0 69.5 7.0 104.0 9.9 -14.9 5.1 -"20.0 -17.1 0.0 35.2 28.0 -

7.1

21.2 -14.0 21.1 -14.0 28.0 - 7.1 35.2 24.6 - 34.6 10.1 - 69.2 - 90.6 0.0 139.2

97.5

- 14.1 62.4 35.0 62.4 - 35.0 97.5 - 14.1 139.2 0.226 0.186 0.288

0.158

0.137

0.137 0.158 0.288 0.186 0.226 o.186 0.226 0.158 0.288 0.137

5.5

-

6.4

2.9 -10.9 -12.3 0.0 19.1 15.4 - 4.1

11.6

- 7.9 11.6 -

7.9

15.4 4.1 19.1

30.1

- 41.0 13.0 - 80.1 -102.9 0.0 158.3 112.9 - 18.2 74.0 - 42.9 74.0 - 42.9 112.9 - 18.2 158.3 A I I a I I 13.4 -

_57.7

-227.6

-348.9

0.0

506.3

321.0

143.8

143.8 321.o

506.3

Area - 2 x 1.97 + 2.25 - 6.19 in2 Y* a (1.91)(2.s) + (2.25)(s.125) 6.19 4 3,416" AAA x - : I0 14.98 A

3.94

2.25

L

0.96

1.66

0.92 2.78 Total I n rAn a rxx=

9.

9

IZSIGN OF LU2,a AND L3L4

2'0

Design Load = 143.8 k (Tension)

a "4.25 A 10 Area a 2 x 3.62 + 2.5 = 9.74 in2 Y0 - 7.24 x 4 + 2.5 x 8.13 9.74 To a 5.06" L _{I1 IT} 7.24 1.06 1.12 K 2 %. Ij 3.62 6.25 IT 18.60 24.85 0. 1. 2

L-

67.7

_{8.1 75.8}

10 A 2.5 L 3.07 Total I = ran = r= u 2.8r Aroqtd * .5a* 9.60

L

t 15 DESION OF L114, AND !1Ls

Desiga Lead n 318.9 k (Tomsisa)

-I/

-r-M

71-Arsa

m

19*92

+

3.31 = 23.23 in2

To-

19.92

x.27A+

31ta15O

23.23

To=

8.57"

&AM I

wZI 10 2 &. A _L

19.92

1.07

I1 1.14 22.8 IT

652.3

3.31

6.59

43.50

143.7

Total I = rmin mrzz = 2.4 / 23.23 A *d = na1 23.2 in2 15

DESIGN OF L2U1 AD 4IE5

)0"

Design Load = 321 k (Temion)

23.5

".3

0. K. 0. K.

796.0

O.K . 0. K. II _IT

I0 A 1! u 7.14' L

324.16

17.64

1.114

3.9

IT 1.30 22.9 24.80 97.0 Total I = rgin = rm n Aroqtd = M 15 11 2.83' u 21. 4 j&2 ESIJ OF -LzL, An

Design Load = 558 k (Tension)

Area u 2 x 14.70 + 7.88 u 37.28 in2 TO 29.4 x 7.5 + 7.88 x 15.28 37.28 To * 9.120

K

]./5

LJ

/f

A L 29.40 1.62 7.88 6.16 I1 2.62 77.0 38.00 299.5 Total I u rain u r= = l37.28 884.3

22.al

1,183.8 2.0" PL 0. K. 0. K. I0

807.3

0. K.

Areq#d 0 = = 37.2 jn2

15

DM M OF Lirt. AND L56

W -. 3

Design Lad * 506.3 k (TensiaM) tZ

Area- 29A +

.88

a 34.28 iD2

L. j

Areq'd n u 33.8 I 2

rain a rxy S 2.830

DZSIG OF L1 9 AID TT~

Design Toad n 227.6 k (Campression)

ZMS /E & //71 I0 A Area = 19.92 + 3.25 - 23.17 iu2 To 19.92 x 7. + 1.25 1 5.11 23.17

TO

a

8.58 L L2 19.92 1.08

3.25

6.55

1.17 23.2 652.7

42.80

139.0

.139.0

0. K. 0.

K.

629.5

11 _IT Total I

=

791.7

rain = rxx

-

I

u.37"

t a 10.2 k/in2H

Areq'd 1 a 22.30 32

10.2

Cheek for local Bholung (39) DESIGN OF flo1. USU2. VA *. AID161

Design Lead n 34.89 k (Comprssioea)

Area = 29.4 +

5.69

-

35.09

. + 5.I69

35.09

To a 8.741" AELJ'a 10 2 -PL 807.3 1.2.

5.69

6.48

1.004

45.2

852.50

42.00

239.00

3a. Total I a _1,091.50 * rx 109141 /35.*09 Theroere, f n 9.4 k/la2 (40) Aroq'd - JL1- 37.1

U32

9.14

Ckwok for local Bakilg (1)

DFSIGN OF 102, AND UOU5

Design Load = 558 k (Comression)

Designed for an unsuprted length of 20 ft.

ASCE, op. cit., ASCE, op. cit., ASCE, op. cit., ASCE, op. cit.,

p. 6. pp. 11, 12, 13. p. 6. pp. Il, 12, IN. 0. K. 0. K. 0. K. -- ? /7418 A L It IT 0. K. 0.K. 0. K. (38) (39) (40) (41) 29.A x 7 5.6w

-r~s

/

/ 807.3 Area a 29.4 + 14 a 43.4 in2 TO - 29.4 x 7.5 +,14 x 15.5 4314 To a 10.00 A 29.4 14.0 L 2.5

5.5

L2 11 6.25 184.0 30.20 424.7 Total I a a rxx

_5.75"

Therefore, f a 12.75 k/in2 ₍₄₂₎ Areq'd 12.75 - 43,.5 in2

Check for Local Buckling (43)

DESIGN OF U2U3, AND U3U4

Design Load = 628 k (Compression)

Designed for an unsupported length of 20 ft.

LEM: -/1-/L- rI.Z8 Area = 29.4 + 14 + 5.25 = 48.65 in2 To = 29.4 x 7.5 + 14 x _15.5 + 5.25 _x 16.1 48.65 To = 10.7"

(42) ASCE, op. cit., p. 6.

(43) ASCE, op. cit., pp. 11, 12, 13.

IT

991.30

1,416.00 0. K. 0. K. 0. K.

PL 5.25 5.5 30.2 139.0 152 Total I * 1.368

rZa a

r=

5.7

0. K.

Th*rfor., f n 12.8 k/an2 (44) 0. K.

Aroq'd n A 48.5 In2

Cheek for Lmal Baokling (45) 0. K.

DISIGN OF I AND L-U& L"ada 13.4 k (Tension)

57.7 k (Co.prosliAn) Comprasin Load is Critioa

Digp Load n

37.7

+ 13.4 (.3) n 64.4 k (Compression) *

Zng:

Area a 4.49 x 2 + 3.73

.

12.73 in2

To

8.98 x 5 + 3.75 x 10.19 12.73 -/o 6 -a 54

* 6.W'*

10

A L L2 II IT 2 134.75 8.98 1.*3 2.37 21.3 156.05

* See ASCE _{Proceedings, Paper #970, pg. 20,} &..

(44) ASCE, op. cit., p. 6.

I0 A

3.75

(46) (47) rain

a

rxa/

au 4.02" 12.73

Therofr., fall a 5.05 k/in; (46)

hroqsd a 5a n 12.75 Iu2

5.05

Mc k for Local hakling (47)

ASCE, op. cit., p. 6.

ASCE, op. cit., pp. 11, 12, 13.

L L2 ₁₁

13.3

30.0

Total I a IT 206.0 0. K. 0. K. 0. K.

-I'E

Pam]1 Load as in page 35 , eoept for the dea load of tb. trass 1hiek wo will assue: W. of truss a 0.0 k/ft-.

D. L. L. L. Stress IMp. Imp. Total

Bar iTI + L

Stress Uni. *

Con.ITotal

Frac.

Stress

I+tMD

LOL, L1L2 L2L 3 L3L4 L4L5 L5L6 U₀U₁ U₁ U₂ U2U3

U34

U4U5 U5U6 LOU₀ L₁Uj L₂U₂ L_3U 3 0.0 304.0 485.0 485.0 304.0 0.0 -304.0 .485.0 -.546.0 -.546.0

-485.0

-304.0 -.304.0 -182.0 - 20.6 0.0 - 20.6 0.0

73.5

117.6 117.6

73.5

0.0 -

73.5

-117.6 -'132.0 -132.0 -117.6 -

73.5

-

73.5

5.0

-.49.2 14.7 - 19.7 0.0 14.7 - 19.7 0.0 17.1 27.4 27.4 17.1 0.0 -17.1 -27.4 '30.9

-30.9

-27.4 -17.1 -17.1 5.1 -20.0 9.9 -614.9 0.0 9.9 -14.9 0.0 90.6 145.0 145.0 90.6 0.0

-

90.6

-145.0

-162.9 -162.0

-145.0

-

90.6

- 90.6 10.1 - 69.2 24.6 -

34.6

0.0 24.6 34.6

0

*

137

0,137

0.137

0.137

0.137

0.137

0.137

0*137 0.137

0*137

0,137

0.288 0.158 0.226 0.186 0.226 0.186 0.0 12.3 19.9 19.9 12.3 0.0 '.12.3 -19.9 .22.3 '.22.3 -19.9 -12.3 -12.3 2.9 -010.9 5.5 -

6.4

0.0 5.5 - 6.4 0.0 102.9 164.9 164.9 102.9 0.0 -102.9 -164.9 -185.2 -185.2 '164.9 -102.9 -.102.9 2.9 - 80.1 30.1 - 41.0 0.0 30.1 - 41.0 U' J I I I 0.0 406.9 649.9

649.9

406.9

0.0 -.406.9

-649.9

00731.2 -'731.2

-649.9

-406.9 -.406 .9 -262.1

9.5

- 61.6 0.0

9.5

- 61.6

5.0 5.1 10.1 0.288 2.9 13.0 L₅U₅ .182.0 - 49.2 _- 20.0 - 69.2 0.158 .10.9 80.1 .262.1 6U6 -304.0 - 73.5 - 17.1 90.6 0.137 -12.3 -102.9 -406.9

L

1

UO

430.0

104.0

35.2

139.2

0.137

19.1

158.3

588.3

258.0

69.5

28.0

97.5

1.158

15.4

112.9

370.9

L2U2 -

7.0

- 7.1 - 14.1 0.288 - 4.1 -

18.2

86.0 41.2 21.2 62.4 0.186 11.6 74.0

160.0

L

3

U-

21.0

-

14.0

-

35.0

0.226

_-

_7.9

_-

_42.9

86.0 41.2 21.2 62.4 0.186 11.6 74.0 160.0 L3U4 - 21.0 14.0 - 35.0 0.226 -

7.9

- 42.9

L4L

5

258.0

69.5

28.0

97.5

1.158

15.4

112.9

370.9

- 7.0 - 7.1 - 14.1 0.288 - 4.1 - 18.2

L

5

U6

430.0

104.0

35.2

139.2

0.137

19.1

158.3

588.3

DISIGI OF 1oLl. LsL6. AND LIU2 Duliga Lad a 0 3Zn 10 A 2 14.8 3.90 PL 2.25 Areas 2 x 1.95 + 2.253 6.13 1n2 Ye

32.9

X

2.5

+

2.25

1

5.11

6.13 10. n

3o6'

L

0.96

1.67 L2

0.92

2.78 Total 11 3.60 6.23 1 = IT 24.65

zAft

= rxx Z " 2.0

MINSI OF LIU2. AND EAUS

Daign Load = 160.0 k (Temasin)

, I| ~~ ~~4

~K8L-a1.

I0 A 6.72 Area u 2 x 3.36 + 2.5 n 9.22 ia2 T n 6.72 1 1 + 2.5 x 8.11 9.22 To a 5.120 L 1.12 1.23 11

8.43

IT

73.0

0. K.

A 2.50 L

3."

9.oo Toal I a

r-ain

rxx

L

2U11'

3.21'

V

9.22

Ar.qed 0 *& 8.o iS2 20

DESIGN 01 L291. AN JM0

Design Lead * 370.9 k _(TeaiA)

Area u ?.32 x 2 + 4.13 n 18.77 in2

yo

a

1.64 A 6 .11 x 13.188 18.70? Am a

=.&:

10 A L 287.0

_1.88

_27.5

_314.5

23.00

96.0

96.

Tota I rzin a rx. U/- 1 2.83r Areql*d ma! = 18.3 Inj

20

DESIGN OF L1L2, AND L5

Design Load = 406.9 k (Tension)

11 I? 22. 5 a1

95.5

0.

K. 0. K. KAY 2 Li Ii IT 410.3 0. lo

0.

K. Io L2 14.64 1 *34 4.13 4.82

[1

/2.--. 50 Aroa - 2 x 8.79 + 3 a 20.56 Lz2 T n 17. x 6 + x 12.125 20.58 To a

6.890

A 17.58 3.00 L 0.89 5.*U L2 ₁₁

0.79

13.9

27.40 82.3 Total I n ZU zn a / arxz 4.5" Areq*d n 0. 20.3 1n2 20 DSION OF L122. AND Ls4

D*sinP Load a 568.3 k (Toa.1un)

mmz:

El~~

/4 A- s x - x: 2%-A PL i0 19147 A

26.76

3.00

L

0.93

8.20 L2 Ii1 0.86 23 67.20 202 Total I a I8 322.4 2" PL IT

335.3

417.6 0. K. 0. K. Area a 2 x 13.38 + 3 n 29.76 in2 T= 26.76 x 9 + 3 x 18.12 29.76

To

4*93"

IT 1,170 1.372