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A Design Check Of The Ocqueoc Deck Truss

Highway Bridge

A Thesis Submitted to
The Faculty of
MICHIGAN STATE COLLEGE

of

AGRICULTURE AND APPLIED SCIENCE

by

F. M. Drilling
M

Candidate for the Degree of

Bachelor of Science

June 1941

THE”

INTRODUCTION

This thesis is a partial design check of the design of
a deck truss highway bridge which was designed and built by the
Michigan.State Highway Department.

The bridge is located in Presque Isle county in northern
Michigan. It spans the Ocqueoc River at station 8032 I 18 on
highway'US 23 and is found in Ocqueoc Township about sixteen
miles northwest of Rogers City.

The span of the structure is one hundred feet, and its
total width is about forty feet. It is equipped with side-
walks and standard railings on each side of the reinforced
iconcrete roadway.

The specifications used in the design were the Michigan
State Highway Department Specifications for Bridge Design of
1926, but the design was checked using the revised edition of
these specifications which was adopted in 1936. The structure
was designated as a Class A bridge and was therefore designed
for standard H-lS loading.

It was the object of this thesis to give the author some
practical experience in the checking of a design of this type
and to better acquaint both the readers and the author with the‘
methods and prodecure used in the design of a highway bridge.
As it was impossible to cover the complete design in the time
allotted, only the superstructure was checked, and the abutt-
ments and some of the details were not touched upon.

In conclusion, the author wishes to acknowledge his special
appreciation to MI. W. A. Voigt, Bridge Design Engineer of the
Michigan State Highway Department, for his kind help in the

securing of the plans and specifications necessary for this

-1- 138349

IIx‘TRODUC'l‘IOI‘I (con' t )
project, and to the faculty members of the Civil Engineering
Department of Michigan State College, for their cooperation

and aid in problems involving the technical points of design.

 

’

~ 00 .00\

 

.me \\

.QNNNN u. wcxxx as k

 

 

 

 

 

 

 

 

 

 

 

 

magma .mo ZOHBSVHAQ

 

WEIGHT OF SLAB

 

 

 

 

 

 

 

(2 ”Crown

. l + 3,
00 I a;
.-%::
I: L___m

L, :m9’.z" .J

VII ’1
AREA OF SLAB

Rectangular Part

(8/12)(38 l/éi- 25.45 Sq. ft.

Use the crown as triangular
(2/12)(38 l/6)(l/2)= 3.18 sq. ft.

Small rectangles at end under slab

§12§6 §[8§{2)- 0.09 sq. ft.
144

Total- 28.72 sq. ft.

 

Use 28.8 sq. ft.
WEIGHT PER FOOT OF SLAB
Use w: l50#/cu. ft.
(28.8)(l)(150): 4320 # per foot
WEIGHT OF SLAB APPLIED TO EACH TRUSS
£3239: 2,160# per foot
2

WEIGHT OF SIDEWALKS AND RAILINGS

 

 

 

 

£936

 

 

 

AREA OF CAL LALK

(52.5)(1o)-(s)(;)- 2.43 Sq. ft.

\:‘1 ' V.“ ‘V y€f\

' . 1 x.- it ,1-‘.. fi‘.‘
n « x. -7
:‘aA A‘ .LJ‘IhlJ A. J Lind—a. J.‘ 1.2le

vn‘ w‘vm v," ‘-x r'1 ‘\ V; :1 " -"' u~;“ 'j 35f“'r‘ .“7_."";,'.' “v-
"I‘Jfll 1);...1. i‘COl UP “no. 1.1). Di‘himflum i‘JilLluu n1}; Linn) IL

in;

W: 44#/ft-

l.‘.-‘_r"-1 ,o‘r‘ «'Y‘r‘u’"

TOTAL W“IGhT CF RAILIXG ancilCLS HUT IuoLLJIJG GhCnhim
WEIGEI CF SCAG RTE dAILInG POSTS
WEIGHT OF ONE IUTEEMZDIATE PLST
q I ‘ I» I ’3 A
(3 l/3)(i 1/3)(1 9/:4)= 5.4 cu. 1L.
(5 [‘(IFO)- “‘flfi
JO 1*) J 0-1-th
Applied at each intermediate panel

truss.

<3 2/3)(2 5/24)(1 5 2:): 9.: cu.

(9.8)(159)- 147C?

EACn TRLSS

”1:"..fim
i‘sJJJ.

point on each

An lied at each end panel point on each truss

WE IGIIT OF STRIDIGERS

 

 

A/c/k

 

 

 

 

 

h/a M
5/06

1,7,1 191% i l-
k;

/2 X5] 3.6’#

 

I

 

l

 

 

TOTAL WEIGHT PER FOOT OF STHIJGERS
(9)(35)= 315# per foot.
WEIGHT PER FOOT OF STRINGERS TRANSFERRED TO EACH TRUSS

élfia 158# per foot.
2
WEIGHT OF STRINGERS TRAI'ISFEPRED TO EACH TRUSS AT EACH II‘JTERW‘DIATE

PANEL POINT
(11.104)(158): 1,755#
WEIGHT APPLIED AT EACH END PAE‘IEL POINT

172'5: 878#
2

WEIGHT OF LCOR BEATS

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

F. .37“'.3”
._.. :1: :_: z: z: z: z: z:
[ .5 .4 " .z”z”’;’J
32 X35 If “/0 14»ng .. 7» In
, .Aflzg"¢a72f [abfib
fm- end floor My:
WEIGHT OF END FLOOR BEAMS /2[ '2 ”’27:; 10/07:
7Gw- nmfiwvnemfiaflr érnams

Size-—24" x 12" x llO#

Weight of Concrete: (2)(l)(38)(150)= ll,400#

Weight of RI Beam— (llC)(37.67): 4,150#
Weight of 2 plates: (2)(35.7)(27.5)= 164#
(12 ’

@ 35.7#/ft.

Weight of 18 Hitch Angles

3% x 3% x é-lC" @ ll.l#/ft.- (18)(ll.l)(1o)=_
(l)

 

 

 

 

 

 

 

 

2
167#
Weight of 162 Rivet Heads
@ 21#/lOO. (2l)(l.62)= 34#
Total= 15,915#
Io .. I
L fl
Garret g
‘0
N
\\\\t________i_lL_
fad Hoar“ 49mm
Weight of end floor beam applied to each truss
1i,315 a 7,958#
WEIGHT OF INTE.TEDIATE FLOOR stems Size 24" x 12" x lOO#
Weight of RI Beam: (lOG)(37.67): 3,767#
Weight of 2 plates: (2)(30.6)(27.5); 141#

12
Weight of 36 Hitch Angles

3e“— x 3-i- x - 10 9 11.1#/rt.= (36)(11.1)(lg); 3339!
(1.2)

Weight of 216 Rivet needs. @ 21#/lOO- (21)(2.lo): é§#

-7-

WEIGHT OF INTERUEDIATE FLOOR BEAMS (con't)
Total: 4,287#
Weight of Intermediate Beam applied to each truss at each panel
point.

428 7 2 2 ’ 144/1”
2

 

YEIGET OF EXPANSION ANGLES
WEIGHT OF ONE EXPANSION ANGLE-~E A 2
(2)(1.4% 1.5) x 33': 39' of angle
39' of 3%x3 x 3/Sze 7.9#/ft.: 308#
(2)(2'8"/ 10") g 33': 40' of plate
40' of 8" x B/L" plate O 20.4#/ft.. 816#
Total: Sle/ 3tS: 1124#
WEIGHT OF ONE EXPAGSIOG AEGIE--E A 2
(2)(2'8"/ 1'4")/ 33'- Al' of angle
41' of 3; x 3 x 3/8"£@ 7.9#/ft.- 3245!
(2)(2'8"/ 10") / 33’- AC' of rod
40' of B/Z" Square rod @ l.9lB#/ft.= 77#
Total: 324 z 77: 401"
TOTAL WEIGHT OF EXPANSION ANGLES APPLIED TO EACH TRUSS AT EACH END PANE
POINT
1124é 401 - 703#

WEIGHT OF LATERAL BRACING TOP CHORD

 

 

 

 

 

 

 

 

 

 

 

 

.9
. , ‘<b {$5 ‘P<;. ififig ~55};
0 § 4 0.).
‘ " ”a 5 5:. “V
ya 6 «r s
,. znazue’ I

 

I: (22.2)2 / (24)2 : 33.4ft.
WEIGHT OF TWO SHALL AEGLES
Size-4" x 3;" x 3/8" -33.4' @ 9.9#/ft.
(2)(9.l)(33.4): 608#, wt. of angles
WEIGHT OF TWO LARGE ANGLES
Size-—5"x5" x 3/8"-—le.7' @ l2.3#/ft.
(2)(12.3)(lG.7): Allfl, wt. of angles
EEIGHT CF PLATE
Size--36" x 30" x 3/8"
3'-30" x 3/8" @ 38.3#/ft.: (3)(38.3)= 115#
TOTAL ME IGHT OF TOP CHORD LATERAL BRACIiIG
(8)(608) % (2)(411) % (l2)(115)= 7,066#
We will assume this weight as being distributed eOually between
the twenty panel points, except for the end panel points, which
take only half the load that the others do.
WEIGHT OF TOP CHORD BRACL JG APPLIED TO EACH TRUSS AT EACH ImTE LE)IATE
PANEL PO IhT

7066_ - 392#

REIGLT APPLIED TO EACH TRU 8 AT EACH END PANEL POINT

 

 

92 —
2 ‘ 196#
WEIGIT OE TALE FLAL BCACI G €0TTC.‘ CHORD
. .. "1'5 “‘4
°t it t :25
K, o \t ‘0 at
“I
n m ”
V V ”
__, V an R1

 

 

 

 

 

 

 

 

WEIGHT OF ONE BRACE (two angles / two plates)
Size-~6" x G" x 3/7" -25' O" @ lA.9#/ft.

(2)(14.9)(25): 745# Weight of angles
36"

/ 53. P" r..-

2?

l

3’»

Adi:
1

 

 

/

 

Area of Plate

(36)(32)-(13)(10)= 1152-130: 1022 sq. in.

Weight of plate 1022 _ 85.16"
12
12" x 3/8" Plate weighs 15.3#/ft. (15.3)(35,16) - 109#

. (12
Total weight of one brace (2 angles / 2 plates)

745 % (2)(109)= 963#
WEIGHT OF BOTTOM CHORD BRACING APPLIED TO EACH TRUSS AT EACH PANEL
POINT

gégl 482#
2

WEIGHT OF CROSS FRAMES

 

(Intermediate and End)

 

 

 

 

 

9’
i n km: A ‘V
‘ m \
j'zs avg a? _ 24: 6X6“?
/2' 6" J 2’ 6‘"
‘ rjzteee / =4

 

déL/(12.5)2 / (12.17)2 = 17.42v
1: (8)(l7.42) / (2)(12.17)= 139.36 / 24.34: 163.7' of angle

4x3x3/8

-10-

WEIGhT OF 01.11 (12-1053 FRALEE
163.7! of 4 x 3 x 3/8" angle @ 8.5#/ft.= 1330#
so! of 6 x 6 x 3/8" @ 14.9#/ft.: 745;?

Area of 3 8" plates

 

’ (4) (18)(30)-(9)(14 -(4)(18) / (2)

. )
r¢__AEL___,I (-
f_~ (18)(24) / <2) (18)(18) : 3132 sq. in-=
21.8 sq. ft.

._JL. Weight of 21.8' of 12" x 3/8' plate @

‘
1E— . 15.3#/ft= 3345!
Aés - 7 x z. x 3/8 - lb" @ 13.6#/ft.=

N

 

xz‘
:l!

 

 

 

 

(2)(a_.§_)(13.6)= 72.6#
(12)

449"

41s - z. x 3-5;; x 3/8 - 12!! @ 9.1#/ft..-

 

 

 

 

(2)(l)(9.1): 36.4.?
/
A“: Total: 1390 71 745 71 331. / 72.6 ,1

um.

36.4 = 2578#

WEIGHT OF ONE CROSS FRAME APPLIED TO EACH ”RUSS AT EACH PAREL POINT

2578 5 1,28%

2

WEIGHT OF UPPER CHORD MEMBERS OF TRUSS

 

 

/a;pl'af%fl?s

T “5/3

“fig: Ara/cs Length of member: 11.101. ft.

J Tit/6‘ ‘5‘ 4’ ‘72 Any/'5

WEIGHT OF ONE MEMBER IN OUTER TTREE PAHELS

 

 

 

 

 

 

2 plates--18" x =5" - 11.104! @ 3o.é¢}/rt.- 680#
4.13 - 6 x 4 x 5/8 - 11.104! @ 20.0#/ft...- 889#

-11-

L: 18T5—- 25.5", length of lacing bar
No. of Double Lacings required on one edge

of member—~

 

 

 

 

(1l.lC4)(l2): 7.4 -— Use 7 as lacing does
L m W3)
[I not go clear to the end of the member.

22’ X2! [0610’ Bar-3

Length of 2%" x?" bars needed in one member.

(7)(2)(2)(%%§§)= 59.5 ft. of bar

Lacing bars-—2§" x i" - 59.5' @ 4.25#/ft.: 253#
Tota1= 680 / 889 / 253= 1822#

WEIGHT OF ONE MEMBER IN MIDDLE THREE PANELS

 

2 p1ates--18" x g" — 11.104! @ 30.6#/ft.; 680#
4zs—-6 x 4 x 3/." - 11.104! @ 23._#/ft.= 104e#
'Lacing bars-~2fi" x 5" - 59.5 @ 4.25#/ft.=! 253#
1 Total— 1981#

TOTAL WEIGHT OF UPPER CEORD MEMBERS OF ONE TRUSS

(6)(1822) % (3)(1981); 10,932 / 5,943: 16,875#
WEIGHT OF LOWER CHORD HEMBERS OF TRUSS

2 plates--l8" x %"

e x A x 7/16" angles in outer three panels

6 x 4 x 3/4" angles in middle three panels

2%" x 5" lacing bars--25.5" long

Length of member- 11.104 ft.

WEIGHT OF ONE MEMBER IN OUTER THREE PANELS

2 plates-~18" x %" - 11.104 ft. @ 30.6#/ft.- 680#
44s - 6" x 4" x 7/16" - 11.104 ft @ 14.3#/rt.- e35#
Lacing bars--2%" x i" - 59.5 ft; 0 4.25#/ft.: 252$

 

Total— 1568#

WEIGHT OF ONE MEMBER IN MIDDLE THREE PANELS
2 plates—~18" x g" - 11.104! @ 30.6#/ft.= 680#
4.1#-6 x 4 x 3/4# - 11.104! @ 23.6#/ft.- 1048#
Lacing bars-2%" x g" - 59.5! @ 4.25#/ft.= 253#

Total 1981#

TOTAL HEIGHT OF LOEEE CLORD EEEEEES OF ONE TRUSS

(6)(1568) / (3)(1981)= 9,408 / 5943: 15,351#

WEIGHT OF VERTICAL MEMBERS OF TR'SS

 

At outer panel points

1 plate-~11" x i" and 4 angles 6" x A" x i"

At panels next to end

1 p1ate-—ll" x 3/8" and 4 angles 6" x 4" x 7/16"

At middle six panel points

1 p1ate-—11" x 3/8" and 4 angles 5" x 3%" x 3/8"
Length of members: 10.958'

WEIGHT OF ONE MEMBER AT O TER PANEL POINT
1 plate—~11" x in — 10.958! @ 18.7#/ft.: 205 4
4 angles-— 6" x 4" x 7/16" - 10.958' @ 14.3#/ft.= Zlfi#
Total: 915#

WEIGHT OF ONE MEMBER AT PANEL POINTS NEXT TO END

1 p1ate-—ll" x 3/8" - 10.958! @ 14.0#/ft.= 154#
4.1.-- 6" x 4" x 7/16" — 10.958' @ 14.3#/ft.: 828
Total: 781#

WEIGHT OF ONE MEMBER AT MIDDLE SIX PANEL POINTS

1 plate--ll" x 3/8" - 10.958! @ l4.0#/ft.= 154#
4'1 - 5 x 3% x 3/8 - 10.958! @ 10.4#/rt.= 5 7
Total. 610#

TOTAL WEIGHT OF VERTICAL MEMFERS OF ONE TRUSS

(2)(915) / (2)(78l) / (6)(610)= 7.052#

WEIGHT OF DIAGOPAL EEYRERS OF TRUSS

 

lel/(ll.104)2 / (10.95a)2 = 15.600!

In outer panels

1 plate-ll" x 5/8" and 4 LS--5" X 3.2" X 3/ n

In panels next to end panels

1 plate—11" x '5'" and 4LS--5"X 3’5“"X 9/16"

In middle five panels

1 plate-ll" x 3/8" and Azs--5"x 3i"x 3/8"

2 diagonals in Center panel

WEIGHT OF ONE MEMBER IN
1 plate-11" x 5/8"

4zs-—5 x 3% 4 9/16

WEIGHT OF ONE MEMBER IN
1 plate-11" x %" -

4zs-5 x 3% x 9.16

OUTER PANEL
— 15.6 ft. @ 23.4#/ft= 365#
- 15.6! 0 19.8#/rt.- 1222#

Total: 1601#

PANELS NEXT TO END

15.6 ft. @ 18.7#/ft.= 292#
- 15.6! 0 l5.2#/ft.= 950/
Total 1242#

WEIGHT OF ONE MEMBER IN MIDDLE FIVE PANELS

1 plate-ll" x 3/8" - 15.6! @ 14.0#/fta- ‘ 218#
4zs--5" x 3%" x 3/8" - 15.6! ¢ 10.4#/ft.- éA2#
Total: 8673'

TOTAL WEIGHT OF DIAGONAL MEMBERS OF ONE TR’SS

(2)(1601) / (2)(1242) / (6)(867)= lO,888#

WEIGHT OF PLATE

.3?”

f:

:1

AT TRUSS JOINTS

 

 

 

#18"

7F

-14-

6:

.14

20 plates per truss

 

llfif'

AREA OF ONE PLATE

(48)(34) - (lélilé)
2 : 1632—128 e 10.45 sq. ft.
144 144

WEIGHT OF PLATES ON ONE TRUSS

 

Total area of i" plate

(20)(10.45)= 209 Sq. ft.

Equivalent to 209 ft. of plate 12" wide

12" x e" plate - 209! 0 20.4#/ft.= 4,270#
WEIGHT CF TRUSSES AND CROSS FRAMES

WEIGHT OF ONE TRUSS

Upper chord members-- 16,875#
Lower chord members—- 15,351#
Vertical members- 7,052#
Diagonal members- 10,888#
Plates at joints-- 4,270#

Total: 54,436#

WEIGHT 0F CROSS FRAMES APPLIED TO ONE TRUSS
(1289)(10)= 12,89O#

TOTAL WEIGHT OF ONE TRUSS AND CROSS FRAMES APPLIED TO IT

Truss weight-- 54,436#
Cross frame weight-— 12,890#

Estimated weight such as

rivets, welds, fillers,

small angles, small tie

plates on truss members, 5,000
etc. Total: 72,326#

Use tota1= 72,400

-15-

WEIGHT APPLIED TO EACH UPPER CHORD INTERMEDIATE PANEL PKINT

Take 2/3 of weight as being rpplied to u per chord
(2/3)(224499): 5,360#
(9
WEIGHT APPLIED AT UPPER CHORD END POINTS

§,360= 2680#
2

WEIGHT APPLIED TO EACH LOWER CHORD INTERMEDIATE PANEL POINT

(1/3)(72é400)= 3,020#

WEIGHTS APPLIED TO TRUSS DUE TO DEAD LOADS

WEIGHT APPLIED AT EACH U PER CHORD INTERMEDIATE PANEL POINT

Slab—-11.104! @ 2160#/ft.= 24,000#
Ialk-«11.104' 0 335#/ft.= 3,720#
Railing section--11.104! @ 44#/ft.= 490#
One intermediate railing post: 810#
Stringers= ‘ 1,744#
Floor Benn: 2,144#
Lateral Bracing 392#
Truss and cross frames- 5,360#

Total- 38,671#

Use total: 38,700#

WEIGHT APPLIED AT EACH UPPER CHORD END PANEL POINT

Slab--5.568' 0 2,160#/ft.= 12,030#
Walk-—5.568' 0 335#/rt.= 1,865#
Railing section--5.568! @ 44#/ft.= 245%
One end railing post- 1,470#
Stringers= 878#
End floor beam and concrete around it: 7,948#
Expansion Angles= 763#

WEIGHT APPLIED AR EACH UPPER CHORD END PANEL POINT (con't)

Lateral Bracing= 196#
Truss and cross frames: 2,689#
Total: . 28,085#

Use tetal- 28,IOO#

WEIGHT APPLIED AT LOWER CHORD INTERMEDIATE PANEL POINTS.

Bottom chord lateral bracing= ' 482#
Truss and cross frames- 2,029#
Total; 3,502#

Use total. 3,500#

-17-

mfmfi<

 

 

 

 

 

 

 

 

 

 

 

 

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in? 3; Emma 2. 933% mesa an“

~18-

DEAD LOAD STRESSES IN MEMBERS

MEMBER"A"

éFv-I 0 Va: 311' 196 kips compres-
sion

 

 

 

 

 

MEMBER "B"
6
MEMBER "C"
éFv= 0 Vc ,1 28.1: 196.9
Vc- 196.9-28.I= 168.8
so: (168.8)(15.622). 240.7 kips
(10.958) terraioh":
MEMBER "D"

iFh: 0 Hd- 3d: (240.7)(11.135)=
’ (10.953)

171.5 kips compression

 

 

.19.."

 

 

 

 

 

 

 

an: o v, ,£ 28.1 ,l 3.5- 196.9

compression

EZFh? 0 Hf- Sf- 171.5 kips tension

£Fv- 0 v3 ,1 23.1 / 28.7 % 3.5- 196.9
Vg- 126.6

3g. (126.6)(15.600)-_- 180.3 kips
(10.958) tension

(15.
Sh- 171.5 { 128.49 299.9 kips compression

-20-

MEMBER ”I"

 

 

 

 

 

 

 

 

 

 

 

 

29.] 38.7
r HA
Ed
I l \
.35" .35'
[9619
MEMBER ”J"
r 5’ zsoLs
I
./
Ir J *1\
MEMBER ”K"
243.! 38.7 38.7
L
K
“I
Y
.1;— J.
L96J’

 

 

 

 

an: 0 vi ,é 28.1 ,1 38.7 ,4 (2)(3.5)=196.9

Via Si: 123.1 kips compression

2,th 0 Hf- S = 299.9 kips tension

.1

irv- o vk/ 28.1 ,1 (2)(38.'7) / (2)(3.5):
196.9
Vks 84o4

5k: (84.4)(15.6oo)= 120.2 kips
(10.958) tension

21“ = o H a: =299.9 / (120.2)(11.Iog,)
h 1 3i (15,600)

31: 299.9 ,l 85.6: 385.5 kips
compression

.21-

MEMBER "M"

J

38. 7 38. 7

4

l

 

 

 

 

 

 

 

 

 

 

 

 

 

\
17 V
A snr .15' 34f
/ 6.9
MEMBER "N"
' ( ‘ .3ass’
f7
N:
l ‘\
V v
MEMBER "0"
2&1! 3&17' .38J7 ;fl?7
I I? )
IV
V W V K
35‘ 3f 35
zSUMS
MEMBER "P"

 

 

 

 

 

é Fv= 0 Vm :1 28.1 :1 (2)(38.7) 1‘ (3)(3.5)==
196.9

= Sm= 80.9 kips compression

1EFh= O n: Sn ‘ -385. 5 kips tension

2sz o v / 28 1 2‘ (3)08 '7) % (3)(3. 5):
196.9
v - 42.2
S° = (42.2)(15.6000)= 60.1 kips tension
(10.958)
:E.Ph- 0 Hp-pS= 385.5 / (60.1)(11.105)

(15. 600)

=385. 5 / 42. 8 : 428. 3 kips compres-
sion.

-22-

MEMBER ”Q"

 

 

 

 

 

 

Vq_/ 28-1 # (2)(28o7) / (4)(3.5)= 196.9

 

 

 

 

 

 

 

 

 

 

 

 

 

.ELFhF 0
Sr: 428.3 kips tension

4‘:

2?! :ms7 .ms7 .aa7
.9 1
GA
1’ V i! ; \
3.5' 35‘ 3.5— 3.5'
56.9
1EFV= 0
Vq= Sq? 38.7 kips conprossion
MEMBER "R”
28/ 38.7 39.7 349.7
"3‘72823
R
v v 1r ;\
3.5’ 34’ 3.5' 3.5’
/.96.9
MEMBER ”S“
28.’ 39.7 38.7 39.7 357
V 7‘ I
Ii
1 if V
3V5 3‘1.‘ 3.! 3-5-
/.96.9
MEMBER "T“

 

 

-23-

anpo
vs: 196.9- 28.1 . (4)(38.7) -
(4)(3.5)
V3' 0 53:0

2iFh; o

Ht: St' 428.3 kips compression

MAXIMUM AMOUNT OF TRUCK LOADING APPLIED TO ONE TRUSS

 

 

5/ ‘l h/ h/ 5/ k/
L4, [3-531 6" l 3' l 6' 1 3'1 6’ La”
t_ 2&513' £§~¢ 7Fws$as I

 

 

[:9 RR

.3345’ bane 72 bane

 

 

 

w. load applied to the slab by each wheel
M1: 0 W(3.5 / 9.5 /’12.5 ; 18.5 /'21.5 / 27.5): R(25.0)

RR! 22 W = 3.72 I
25

Since three lanes of trucks are used in obtaining the maximum loading,

90% of the total load is used in the design.

As H—lS loading is being used, the maximum stresses in the truss will be

produced by loading the truss with moving loads as shown below.

2255' saver Azos' aodg' 53 5— 3 J5.

f4' :30’ /4 30 Av’

(3.35)(2.25): 7.55 kips
(3.35)((900)- 30.15 kips
(3.35)(3.00)= 10.05 kips

(3.35)(12.00)= 40.20 kips

MAXIMUM LIVE LOAD AND IMPACT STRESSES IN MEMBER ”A“

 

 

 

 

 

 

 

jakf ‘zfif 30¢5' ,aay’ 4mza
Aa’l 30’ /4’ 30’ /4'
A
_‘i szao’
M RR
Compress/on

u

INFLUENCE [ave Iron See-$5 14! “/4

LIVE LOAD STRESS DUE TO TRUCK TRAIN LOADING

RR; 40.20 { (30.15)(56 12) / (10.05)(86) / (7.55)(42)
00 T100) T106)

RR: 40.2 / 20.5 x 8.7 / 3.2: 72.6
(Ev: 0 5a: 72.6 kips

Impact Coefficient--I= 20 120:
O- 685

19.55%

 

 

lMPAUT STRESS
(19.35%)(7216)= 14.1 kips '

LIVE LOAD STRESS DUE TO SIDEWALK LOADING
Width of walk= 20": 5/5'

P=(40 / 5000)(55 - w): (40 / 3000)(55 - 5 6): 74.7#/sq.ft.
TIT“ ‘TBET‘ Tibo) “T50

Sag RR. (74.7)(5/3)(100/2)= 6.3 kips
LIVE LOAD STRESSES DUE TO RAILING LOADING

W: lOO#/11neal foot

Se: RR: (100)(50). 5.0 kips

-25-

TOTAL LIVE LOAD AND IMPACT STRESS IN MEMBER "A"
72.6 / 14.] / 6.5 / 5.0= 98.0 kips compression
MAXIMUM LIVE LOAD AND IMPACT STRESSES IN MEMBERS “B“ AND ”C:

.‘l 30' l /4' l 30’ l /4’ ( //./.3.$'I

0

 

 

 

RR

 

 

   
 

fiat/on

 

INa-‘vcuc: luv‘ For: Smss IN "C "

LIVE LOAD STRESS IN MEMBER 'B“

 

LIVE LOAD STRESS IN “C“ DUE TO TRUCK TRAIN LOADING

(50.15)(O.S§§) / (7.§§)(50.865)k[ (60.15)(44.865)=g
00

(10.051574.865)u{ (40.20)(88.865)
100

RR

 

RR= 59.4 kips
£1" - 0 V0: 59.4.

 

v.
50: (59.4)(15.622); 84.8 kips
(10.958)
IMPACT STRESS :24

(19.55%) (84.8): 16.4 kips
SIDEWALK AND RAILING LlVE LOAD STRESSES ,

P. 74.7#/sq. ft. Of sidewalk

w=100 #/ft. of railing

RR: (74.7)(5/3)(100)/ (100)(100)= 11.5 kips . ’13
TET'-2.- TET

 

r: (74.7)(5/3)(11.155) / (lOO)(11.155); 1.2 kips
(2) (ET’
ZFv‘ 0
v0: 11.3 - 1.2: 10.1 '56: (10.1)(15.622): 14.4 kips
( IO' ":6. 55)
TOTAL LIVE LOAD AND IMPAUT SrnEsa 1N MEMbEn“U“
94.8 I 16.4 I 14.4: 115.6 kips tension

MAXIMUM L1VE LOAD AND IMPACT STRESSES 1N mEmBEns ”U“ AND “F”

 

 

 

 

 

 

 

30.15’ 7:53“ 30.15” mos’ 40.20
aaaf , 1 ' l , l ' .
so /4 30 /4 ll. I35
13 RR
(am/antssmn
Jaw-Luavcc (IN! Foe
.Sree‘ss I'm "0 "
731810;?

 

JIVI’LUIN :6 [avg 1‘34 Sneess In “F ..

LLVE LOAD STHESSLN “D“ DUE TO TRUCK TfiALN LOAD1NG

 

RR: (50.15)(Q,865) / (7.55)( 50.865) / (36:15)(gg:865) {

 

 

100
(10.05)(2§.§65)g‘ggo.2ojg§e.aee)
100
RR: 59.4 kips
‘0 . zinc: O (sd)(1o.958§= (59.4)(11.135)

5&2 60.4 kips

 

5.9.4

IMPACT STAESs (19.35%)(so.4 = 11.7 kips
SIDEWALK AND RAiLiNG LIVE LOAD STEESSES
RR: 11.3 Sdé (11.3 - 1.2)(11.133)= 10.3 kips
(IOTOEE
TOTAL LIVE LOAD AND ImPADT STAESS 1N MEMBEh “D“
60.4 / 11.7 / 10.5=3 82.4kips compression

TOTAL LIVE LOAD AND inPACT STAESSIN MEMBEA “F“

 

éFh= 0 Sf= 82.4 kips tension

 

 

 

 

 

 

 

MAXimUM LiVE LOAD AND 131FAU‘1‘ Singsggs‘ 1N “£27123? ”E'f fig
30-" 7 5'5" 30. 55' 1405' 40. 20
48651 I l l l , l ,
30 I7 30 /4 r ”.135"
E
M RR

 

 

 

 
 

(gm/FCSIIO’I

 
 

JA/FL VENCE [1N6 Fan 57-12635 13v .5 ..

LiVE LOAD STAESS 1N “*n DUE To THUUK ThA1N LOADiNG
as: 59.4 kips
21",: 0 Se:- 59.4 kips

 

 

424
IMPACT STRESS (19.35%)(39.4)- 11.5 kips
SIDEWALK AND RAILING LITA LOAD STADSASS In "a”
as: 11.3 £44 1.2
2Fv= 0 Se: 11.5 - 1.3:: 10.1 kips

TOTAL LIVE LOAD AND INTAJT 37E183 IN manasn “H”

33.4 % 11.5 % 10.1a 81.0 kips compression

Immmu LIVE; LOAD AL D 1:19.437 3‘? 433333 I I 3333-2152311 1' 4*“

 

 

 

 

 

    

 

 

26‘5“ .15‘ mos 472.20
016' l H’ 31 30' l H’ I 2224'
6'
l j l
.2.
.9
LR
film/an RI?
Imam/7c: [we fix 57:95:: IN 6' “3%

Loaded Length. (7/8)(11.104') / 11.135 4 (S)(11.104). 87.3
LIVE LOAD STRESS IN "8' DUE To TRUCK TRAIN LOADING

 

 

 

 

an: 49.3 L
2?; 0 v8: 49.3
' 3g: (49.3)(15.600) ’,
TIOTSSST
493
Sg= 70.2 kips

IMPACT STRESS (19.35%)(70.2)= 13.8 kips
SIDEWALK AND RAILING LIVE LOAD STRESSES IN “G“

P. (40 7‘ 5000) (55 - W)- (40 f 5000 (55 - 5): '79. 2#/sq. ft.
(Sidewalk)—TET' T877%) —-T367f:

w(railings)a lOO#/ft.

 

w- (79.2)(5/3) % 100: 232.0#/ft. 6
Tot

 

 

RR: (252)(87.5){87.5): 8.9 kips
TIOO) ”T27
f3 (232)(9.7)(9;7)= 1.0 kips

 

8. 9

{Fv- O v .. 8.9 — 1.0: 7.9

s
35: (7.9 £13 800 = 11.3 kirs
1* ;58‘

TOTAL LIVE LOAF AU? IXPACT ST?ESS IN Y??BTR "G"

O

70.2 4 13-61%‘11-3z 95.1 kips tension

EAXIHUK LIVE LOAD AN? IEPACT STRESSVS IN KTTEEPS "?" AV? "J?
{420

253’ .amnr xaos'

29.z5:‘1 lj' - 30’ - H’ 22.24'

 

 

 

 

 

 

 

4? RR

Comprvssmn
Juana“: (wt 1%«
Sratss 1' N f/ "
m

Jfimucwar [mt I54 .Snum: 2% '}7"
LIVE LOAD STRESS IN HEHRER "H" DUE TO TQUCK TPAIN LOADING

 

 

RR: £2.55)(19.76)K30.1§:(33.76) £110.05)(83.78) A
IDO

(40.20)(77.7e): 49.4

 

 

 

 

 

(100)
II
‘" 22404-0. (49.4 (23.24)- Hh(10.958)
0/ I Hh- Sh- 100.3 ki‘QS
424

IEPACT STRESS (19,354)(100.3)= 19.4 kips
SIDEWALK AND RAILING LIVE LOAD STRESSES
P(Sidewa1kb' 74.7#/sq.ft w(railing): 100#/11neal foot

£1 L2
RR: (74.7)(5/3)(100 4 (100 100): 11.3 *"”
2 "T%§“Z’

a I
éMO- 0 sh. (10.11(22.24)—(.S.4)(11.104)_
(10.958) - 18.1 kips ’43

 

 

 

1

 

7Q-

TOTAL LIVE LOAD STRESS IN YEXBT? "H"

100.3 A 19. L 18.1: 137.8 kins comnression

.4).

T OTI.L LIVE LOAD 87R798 IN YEN??? ”J"

 

’37.. it” {Fha O

 

Sj- 137.8 kips tension

 

 

an
AVI‘I” LIVE LOAD AND IHPACT STPISSES IN V8“??? "I"

 

 

 

 

 

 

 

253' Sat! /n05' 4&20
x). 76’ /f’ - 30 ’ f 14' 22.24'
J
(R
Mfg

 

-7
I

Loaded Length: 87.5'
LIVE LOAD ST PIS S IN "I" DUE TO TRUCK TRAIN LOADING
RR- (7.55)§19.78) A_§30.15)(33.731‘L (10.05)(83.781_#

 

 

 

 

 

 

100
£40.201577.7e) 41
100
ziFv- O /
v = 9.: 49 3 kins 423
i 1

IMPACT STRESS (19.3 54)(49.3)= 9.8 kips

SIEE‘ALK AN? FAILING LIVE LOAD ST RE 88 ES IN "I"
10
r r

P(sidewalk)=?9.2#/ft. w(railings): IOO#/ft.

 

w(totaI) = (79.9)(5/3) A 100: 23210%/ft.

 

 

 

 

'2’.“ (007 (U23): 8b

-31...

= 8.9 - 1.03' 7.9 kins
TCTAL LIVE LOAD STRESS IN YEN??? ”I"

49-3 # 9.6 # 7.9 = 88.8 kins comnression

KAXIHUY LIVE LOAN ANS IY?AGT STFISSTS IN YEN??? "K"

zmr BIMF Ina: 1&2?
.aes'l 14’ 30' l 14’ 33.34'

 

 

 

 

 

 

.9

 

 

72-0370» .
. 3 3

COMP '

Iur‘ueuce 1mg Fan 574:3: In "K " 9-

Loaded Length: 11.135 4 (5)(11.104) A (6/8)(11.104): 75.01

LIVE LOAD STFESS IN "K" on: T9 TP*CY TRAIN LOATING

 

 

 

 

 

 

 

 

RR: (7.55)(9.eel L 130.13)521165) A £10.05)§52.ee) A
130
9 a". _ x
(40‘ngévb 66{—39.6 kins
39.6
{F - 0 v1, 39.6 s = (39.5)(15 900) — 56.4 kins
V Ii k (10.558) — -08

 

IKEACT STRESS

 

 

 

(
SIDENALK AN NAIL

 

P(Sidewa1k)= (4o # 3000)(55 — 5/3): 95.3#/sq.ft.
275) (505

w(railing):lOO#/ft. w(tota1)= (85.3)(5/3) A 100- 24?#/ft.

 

 

RR: (. 24 21(751(75/8 )-S .1 K109
100
f- (.9431g9.s1)(9.33)= 0.8 kln
(11.104 (S

51.4 A 10.9 A 8.6: T5.9 kins tencion

\XI“"" LIVE LOAD ANT IVTATT STRTSSTS IN NSNRTRS "L” AND "N"

7 5.; 30. If /0, 05‘ 10,20 . 75
3 31 '

8.66' H' 30' l H, y 1. 30

 

 

 

 

 

 

 

 

LR

GMPPC‘310fl
INF‘ucwcc lave FOR

Sracts IN L

INFLUJNCEV LIN: [‘31: 57418: IN “N "

RR

 

LIVE LOAD STRESS IN "L" DUE TO TRUCK TRAIN LOAPING
PR— (7.55)§8.€fi) A I391151I221251.A-g10.05m 52.33) A
100

 

 

 

 

 

 

 

 

 

 

 

I 25.5—
4.“ 30 i
(40.20)(86.681_L (7.55)(SSTS)
ISO ‘1 '
RF: 46.9 kips 2’10‘0 5;."22-9 HP‘ 459
INPAST STPESS (19.35%)(122.0)= 93.9 kins 24 24 £2
LN.
SITETALV ANT TAILINT LINN IOAT STTTSST S IN "I"
.- 4» .A-t _ .l . -h - ’
n
- ' \
Ruz 11.3 kips f1- 2.4 klns f2- 1.3 ICIUS

 

ll. 3

aEKo- 0 (SI)(10 %8) A (2. 4)(11.1O I 22.91)- (10.1)(33.34)

-33..

TOTAL LIVE LOAD AND INRACT STRTSS IN £7732? "L"
138.0 23.0 # 23.4- 168.0 kips oomwression

TOTAL LIVE LOAD AND INRACT STRESS IN TEYB?R "N"

 

 

 

 

amol¥'
* .ZES- 0
‘7N Sn“ 139.0 kips tension

 

NAXINUN LIVE LOAD AND INFANT STTTSSTS 1N KTYSE? "N"

255' 3045' Aaos‘ 4420

8.66 H' 30' [4' 33.31'

 

 

 

 

 

 

 

LR

IN

 

3
[/7§::;T-~L:‘_5

  

Comprcsshn

  
 

IVFLUQVCE LINE Rm 6
571cc” IN "/7 u -5

Loaded Length— 75.0'

LIVE LOAD STRESS IN "M" DUE TO TPWCK TRAII

R“: 39.8 kips Zié/Z
,; '. .‘ /

 

 

 

 

 

453v: O vm= SH- 39 9 klns 1
INPACT STRESS (19.3599(39,6)= 7,7 kips ‘336
SIDEWALK AND RAILINO LIVE LOAD STATSSNS as

P(Sidewalk)= 85.3#/sq. ft. } ‘&

w(railing)- 100#/ft. /4£;9/

W(total):— 842#/ft. // as

RR: 9.9 kips
f- 0.9 kip av: o Sm: 9.9 - 0.9: 9.0 kips

TOTAL LIVE LOAD ANS IHPACT STRESS IN VENSV? "N"
39.6 L 7.? # 6.0- 53.3 kips oomnression

-34-

AII'TA LIVE LOAD AI'.D 1::RAST A4,.gATA IT "T"TT“
-, .1 -.' ,..-‘.>-L”-

 

 

 

 

 

 

n n n
7/5- l0.0.f «_20
M53' 30’ l /4' r 14¢45’
if
AR 3 RR

 

   

7aumw

 

7' NAM/(1w! luv: 3‘3: Srkess
I~ o at 3-

Load ed Length- 11.135 A (4)(11. 1-14) A (5/9)(u .104): 99.5 ft.
LIVE LOAD STRESS IN "L" TNT TO TSVOV TRAIN LOATIVO

RS: (30.15)§11.53) A (10.05)§41.55) A (40.?0)(55.55)
100

 

 

 

 

 

. . .)_ .- .'.
(10.956) 3&0
IIPACT STRESS (19. 54 9(49.7)_ 9.3 kins
SIDEVALK AND FAIIIHG IIVE T.CAU SIR? SS ES
P(Sidewalk)- (40 A 3099) (55— 3/3): (SS)(IT
w(railing)= 100#/ft.

w(total)- (93.9)(5/3) A 100: 256#/ft. as

 

RR: (.2561(99.5)(92.5 : 5.0 kips
‘ €100) L

 

 

 

 

f: (.D. 39)g9.941(e.94) 0.9 kip

11.1047“T:7":

gr O ‘70- 5-0 - 0.5- 4-4 so: (4-4H 5';OO>- 6.2 kips
(10.358
TOTAL IIVE LOAD AN D II'PACT ST FE SS IN "TNDSS "0"

 

19""

 

42.7 A 9.3 A 9.2 - 37.2 kips tension

LIAXIEJTUJ LIVE LOAD AND IMPACT STRESS-ES IN FET'BL“S "P" AITD "R"

34/! mar «ya 20 753" 3 .1!
l1' 1

0.1:”

1453’ 30' /4' I.» jkfl l

 

 

 

 

 

(R M

IIIIIIIII"‘--LL_§~f3:zz:j:i:2””’,,,LA’~"”IIIIIV
fawn/an: Luvs .. fix!

512:3: In P

 

7?» non

 

IVFZt/EIVCE [ave Rx STRESS 7N ”I? a
LIVE LOAD STRESS IN "P" DUE TO TRUCK TRAIN LOADING

RR: 130.121111.5§) A (10.05)(41.55) A (40.20)(55.55);A7

 

 

 

 

 

 

_71P 239' l f7:i1
£17.55)(85.55) ALI3o.I5)(99.55) , 1
100
ad . k
RR: 66. 5 kips 47"”
66¢r'

 

2£Mo= 0 (66.5)(44.45)= (30.15)\44)A (7.55)(30) A (Sp)(lo.958)
Sp--128.0 kips

IMPACT STRESS (19.35%)(128.0)= 24.8 kips

SIDEWALK AND RAILING LIVE LOAD STRESSES

RR: 11.3 kips time: 0 (Sp)(lO.958) A (7.2)(22.22)g(10.1)(44.45)
2.1 24 24 1.2,

 

 

 

 

 

fl: 1.2 klps Sp: 26.4 kips +13 T
2 4 P aA'
TOTAL LIVE LOAD AND IMPACT STRESS IN IviElu-IBER "P" ”,3

128.0 A 24.8 A 26.4= 179.2 kips compression

TOTAL LIVE LOAD AND IMPACT STRESS IN MEMBER "R"

 

1732‘ If ZFh: 0

Sr: 179.2 kips tension

 

 

€7I

MAXIMUM LIVE LOAD AND IMPACT SIRESSES IN MEMBER "Q"

 

 

 

 

 

‘3 J5’ azaS‘ 4&120
4453'S1 .30’ /4’ r vjxcr’ 7
0
LR 3
3W“

 

i3-

.JKQszuamme lums' Fig Sfiwess .17: “(9

p

Loaded length 62.5'

LIVE LOAD STRESS IN "Q" DUE T TIUCK TRAIN LOADING

RR- 30.0 kips ‘ ' I
23,. 0 A?

 

 

 

 

 

/
Sq- 30.0 kips
IMPACT STRESS (19.35%)(30): 5.8 kips 30‘)
SIDEWALK AND RAILING LIVE LOAD STRESSES IN "Q"
P(Sidewalk)- 93o9#/€q. ft. w(railing)= lOO#/ft.
W(total)- 256#/i‘t. f: 0.6 kip ) I6
RR: 5.0 kips l//i;;;/'
2£Fv= 0 Sq: 5.0 - 0.6 /, k
s = 4.4 kips ‘52

q
TOTAL LIVE LOAD AND IMPACT STRESS IN "Q"

30.0 A 5.8 A 4.4: 40.2 kips compression
MAXIMUM LIVE LOAD AND IMPACT STRESSES IN MEMBER "S"

(illustration con't on next page)

-37-

4“ ~30' /1’ v .53253"

 

 

 

 

 

5
1R
77.03/01! NR

J7wuu5~t£ luv: 54 STRESS I” "5 ..

Loaded Length- 100/2: 50'
LIVE LOAD STRESS DUE TO TRUCK TRAIN LOADING

RR: £30.15)(0.45) X (10.05JI30.45) % (40.20ll44-45): 21-1 kips

 

 

 

 

100
(—
1a,: 0 vs: 21.1
(10.958)
IMPACT STRESS (19.35%)(30.1)= 5.8 kips 21/

SIDEWALK AND RAILINC LIVE LOAD STRESSES IN "S"

P(sidewalk): (40 / 3000)(§§‘- 5/3): 107#/sq. ft.
(50) (50)

Use P: lOO#/Sq. ft. w(railing): 100#/ft.

 

w(total): (100)(5/3) / 100= 267#/ft. <24
2;
RR. (.267 0)(25)= 3.4 kips ‘5
(100

 

 

f: (.267)(ll.10 )(l/L): 0.4 kips
2

 

M

2}}; 0 V3: 3.4 - 0.4: 3.0 SS: (3.0)(15.600): 5.3 kips
(10.958)
TOTAL LIVE“. LOAD AND IMPACT STRESSES IN LENDER "S"
30.1 / 5.8 / 4.3: 40.2 kips tension or compression

Since a reversal of stress takes place in one passage of the load, the

design stress must be increased by 50%. (con't)

(con't) (150%)(40.2)= 60.3 kips tension or compression

MAXIMUM LIVE LOAD AND IMPACT STRESSES IN MEMBER "T"

Ajr£r. 2H3. .¢aza [405* ./5'
0.4 . ' l I /” l
M 30 r A 30 3 11.55'

 

 

 

 

 

 

‘4 ARR

W

I'M-(valves 1m: Fin! Snug-“$5 IN 7' "

 

LIVE LOAD STRESS IN MEMBER "T" DUE TO TRUCK TRAIN LOADING

RR: 130.15)10.45) £_17.55)(14.45) {'140.20)(44.45) z

 

 

 

 

100
(10.051158.45) { (30.12)I88.45) "°5’ saxs'
100 *g/‘Y 0 l 30 l
RR: 51.6 kips €//
<4 c ,
{MO-.- 0 $5155

 

(51.6)(55.55)= (St)(10.958) / (10.05)(14) ,1 (30.15)(44) 576
St: 127.4 kips
IMPACT STRESS (19.35%)(127.4)= 24.7 kips

SIDEWALK AND RAILING LIVE LOAD STRESSES IN "T"

 

 

 

 

 

2‘7 .4 . . “3
BIL-.- 11.3 kips +7.7— 2 "7 2f
f : 2.4 kips
l I:
. ) k
f2: 1.2 klpS 21110: O

 

//.3

(10.1)(55.55):(St)(10.958) / (9.6)(27.76)
St: 26.9 kips
TOTAL LIVE LOAD AND IMPACT STRESS IN MEMBER "T"

127.4 / 24.7 / 26.9: 179.0 kips compression

-39-

'11 P1 C? O

MH‘IQ

4
r1.

 

-40-

TOTAL STPESSISS I}? TRUSS 1~ 7.332.] S I}? IiiII-‘S
‘EI'I BIND OF DEAD LOAD LI’TTJ LOAD TOTAL STRESS
S‘IILLSS 87123338 ARIA; 1- ' '
.SIIOLS
Compression 196.9 98.0 294.9
None 0 .0 O . 0 0 .0
Tension 240.7 115.6 556.5
Compression 171.5 82.4 255.9
Compression 165.5 81.0 246.5
Tension 171.5_ 2.4 255.9
Tension 180.5 95.1 275.4
Compression 299.9 157.8 457.7
Compression 125.1 66.8 189.9
Tension 299.9 157.8 457.7
Tension 120.2 75.9 196.1
Compression 585.5 169.0 554.5
Compression 80.9 55.5 154.2
'Tension 585.5 169.0 554.5
TenSion 50.1 57.2 117.5
Compression 428.5 179.2 607.5
Compression 58.7 40.2 78.9
Tension 428.5 179.2 607.5
Tension or
Compression 0.0 60.5 60.5
Compression 428.5 179.0 607.5

UNIT STRESSES IN LOWER CHORD MEMBERS IN OUTER THREE PANELS
(Members "B", "F", and "J")
NET AREA OF SECTION
2 plates 18" x i" - (2)(1)(%)= 16.00sq. in.

4 angles 6 x 4 x 7/16 - (1)£Z%= 14.97Sq. in.
(16

TOTAL: 30.97sq.in.
ALLOWABLE STRESS IN TENSION: 18,000#/sq. in
TOTAL STRESSES IN MEMBERS "B", "F", AND "J"
Member B: 0.0
Member F- 253,900# tension
Member J: 437,700# tension
MAXIMUM UNIT STRESS IN MEMBER "B"

S- 000 : Ono #/Sqo in.

30.97
MAXIMUM UNIT STRESS IN MEMBER "F"

SF: 255'320 e 8.200#/sq. in tension
MAXIMUM UNIT STRESS IN MEMBER "J"

SJ: 433,330- 14,150#/Sq. in. tension

UNIT STRESSES IN LOWER CHORD MEMBERS IN MIDDLE THREE PANE (Members "N"
and "R")

NET AREA OF SECTION
2 plates 18" x 5" - (2)(l)(%)= 16.00 sq. in.
4 angles 6 x 4 x 3/4 - (l)(3/4)= 24:26 sq. in.
TOTAL: 40.76 sq. in.
ALLOWABLE STRESS IN TENSION= 18,000#/sq. in.
TOTAL STRESSES IN MEMBERS "N" AND "R"
Member "N" : 554,500# tension

Member "R": 607,500# tension

-41-

MAXIMUM UNIT STRESS IN MEMBER "N"

Sn: 555,500 : 13,600#/sq. in. tension
40.76

MAXIMUM UNIT STZESS IN MEMBER "R"

Sr: 607,500 = 14,900#/sq. in. tension
40.76

UNIT STRESSES IN DIACONAL MEMBERS IN OUTER TNO PANELS
(Members "0" and "0")
NET AREA OF SECTION FOR MEMBER "C"
1 plate 11" x 5/8" - (2)(1)(5/8): 5.63 sq. in.
z. angles 5%: 32;" x 3/4" - (DO/4): 20.24 sq. in.

TOTAL= 25.87 sq. in.

ALLOWABLE STRESS IN TENSION= 18,000#/Sq. in.
TOTAL STRESSES IN MEMBERS "C" AND "G"
Member "0": 356,300# tension
Member "G": 275,400# tension
MAXIMUM UNIT STRESS IN MEMBER "C"

Sc- 326,300= 13,800#/sq. in. tension
25.87

MAXIMUM UNIT STRESS IN MEMBER "G"

sge 2;g,§20 : 13,700#/sq. in. tension

UNIT STRESSES IN DIAGONAL MEMBERS IN CENTER FIVE PANELS
(Members "K", "O", and "8")
NET AREA OF SECTION
1 PLATE 11" x 3/8" - (2)(1)(3/8)= 3.38 sq. in.
4 angles 5" x 3%" x 3/8" - (1)(3/8): 10.68 sq. in.

TOTAL= 14.06 sq. in.

-42-

ALLOWABLE STRESS IN TENSION: 18,000#/sq. in.
TOTAL STRESSES IN MEMBBP

Member "K": 196,100# tension

Member "0": 117,300# tension

Member "S": 60,300# tension
AAXIMUM UNIT STRESS IN MEMBER "K"

8k: 132,520: l4,000#/sq. in. tension

MAXIMUM UNIT STRESS IN MEMBER "0"

So- 1171§00 : 8,350#/sq. in. tension
14.06

MAXIMUM UNIT STRESS IN MEMBER "S"

SS: 60,320: 4,290#/sq. in. tension

UNIT STRESSES IN UPPER CHORD MEMBERS IN OUTER THREE PANELS

 

(Members "D", "H", and "1") _4»
GROSS AREA OF SECTION CT." _ +[_

2 plates 18" x e". 18.00 sq. in.

 

 

4 angles 6" x 4" x 5/8": 23.44 sq. in. TS "

 

 

TOTAL: 41.44 sq. in. [

 

MOMENT 0F INERTIA OF SECTION ,
IX--2 plates: (2)(l/12)(§)(183)= 486 in4
4 angles: (4) 21.1 / (5.86)(9.25 — 2.03)2 = 1306 in!“
Total Ix: 1792 in.4
Tye—2 plates: <2)(18)(s3) ; (18.00)(6.502)=765 in.4
4 angles: (4) 7.5 % (5.86)(6.75 / 1.03)2 - 1447 in.4
Total 1y: 2212 in.4

LEAST RADIUS OF GYRATION OF SECTION

rIyE7X .TTTQZA - 6.56"

UNSUPPORTED LENGTH OF MEMBEIO
-43-

 

 

L: (11.1)(12)- 133"
ALLOWABLE STRESS IN COMPRESSION FOR MEMBERS "D", "E", AND "L"

L/r: 133 : 20.3 SC- 15,000 — l/4(L/r)2 : 15,000 — (l/4)(20.°2)

6.56
SC; l4,897#/sq. in.

TOTAL STRESSES IN MEMBERS

Member "D": 253,900# compression

Member "R": 437,700# compression

Member "LR: 554,500# compression
MAXIMUM UNIT STRESS IN MEMBER "D"

Sd' 25§2900 : 6,130#/sq. in. compression
MAXIMUM UNIT.STRESS IN MEMBER "H"

Sh: 423,700 - lO,560#/sq. in compression
4 ~44

MAXIMUM UNIT STRESS IN MEMBER "L"

81: 52%2220 = 13,380#/sq. in. compression

UNIT STRESSES IN UPPER CRORD M NBERS IN MIDDLE TRREE PANELS
(Members "P" and "T")
CROSS AREA OF SECTION
2 plates 18" x E"- 18.00 sq. in.
4 angles 6" x 4" x 3/ "-QZLZQ sq. in.
TOTAL- 45.76 sq. in.
MOMENT 0F INERTIA OF SECTION
_ IX-—2 plates : (2)(l/12)(§)(183)- 486 in.4
4 angles: (4) 24.5 / (6.94)(9.25 — 2.08)2: 1524 in.4
TOTAL: 2010 in.4
Iy~-2 plates: <2>(18)<s3>/ (18.00)(6.502): 765 in.4
4 angles: (4) 8.7 / (6.94)(6.75 / l.08)2: 1736 in.4

TOTAL: 2501 in.4

LEAST RADIUS OF GYRATION OF SECTION
r:|I/A : 2010 : 6.61 in.
45.76
UNSUPPORTED LENGTH OF MEMBERS
L- (11.1)(12)= 133"
ALLOWABLE STRESS IN COMPRESSION FOR MEMBERS "P" AND "T"
L/r- 132 20.1 Sc: 15,000 - (l/4)(20.l)2= l4,899#/sq. in.
6.61:
TOTAL STRESSES IN MEMBERS
Member "P": 607,500# compression
Member "T": 607,300# compression
MAXIMUM UNIT STRESS IN MEMBER "P"
S = 607,200 = 13,280#/sq. in. compression
p
45.76
MAXIMUM UNIT ST ”SS IN MEMBER "T"

3,: 607 200 : 13,275#/sq. in.
45.76

UNIT STRESSES IN VERTICAL MEMBERS AT END AND FIRST INTERMEDIATE

PANEL POINTS (Members "A" and "E")

 

CROSS AREA OF ECTION 0F MEMBER "A" L___LT ___J
1 plate ll" x 5": 5.50 sq. in.

NM
4 angles 6" x 4" x §"= 19.00 sq. in. §

TOTAL: 24.50 sq. in. I 1
L

MOMENT OF INERTIA OF SECTION OF MEMBER "A"

 

 

 

Iyn-Plate: (l/l2)(ll)(%)3 : 0.115 in.4
4 angles- (4) 17.4 / (4.75)(O.25 % l.99)2 - 165 in.4
TOTAL: 165.1 in.4

LEAST RADIUS OF GYRATION 0F SECTION"A"

r- 165.1 = 2.59 in.
24.5

UNSUPPORTED LENGTH OF MEMBER "A" AND "E"
L= (10.96)(12): 131 in.

-45..

ALLOWABLE STRESS IN COMPRESSION OF MEMBER "A"

L/r= 131 = 50.6 Sc- 15,000 — )1/4)(50.6)2= l4,360#/sq. in.
2.59

TOTAL STRESSES IN MEMBERS
Member "A". 294,900# compression
Iember "E": 246,300 # compression

GROSS AREA OF SECTION OF MEMBER "E"

1 plate 11" x 3/8". 4.13 sq. in.
A angles 6" x 4" x 7.16": 16.72 sq. in.

TOTAL. 20.85 sq. in.
MOMENT 0F INERTIA OF SECTION OF MEMBER "E"
IY-—P1ate- (1/12)(11)(3/8)3- 0.048 in.4
4 angles- (4) 15.5 % (4.18)(0.188 / 1.96)2 = 139.2 in.4
TOTAL- 139.3 in.4

LEAST RADIUS OF GIRATION OF HENDER "E"

I‘D 139.2- 2.58 in.
20.85

ALLOWABLE STRESS IN COMPRESSION 0F MEMBER "E"

L/r- 121 s 50.8 Sc: 15,000 - (l/4)(50.8)2: 14,355#/sq. in.
2.58

MAXIMUM UNIT STRESS IN MEMBER "A"

Sag 295,900 = l2,030#/sq. in. compression
24.50

MAXIMUM UNIT STRESS IN MEMBER "E"

s : 246, 300 : ll,800#/sq in. compression
21'. o 50

TNIT STRESSES IN VERTICAL MEMBERS AT MIDDLE SIX PANEL POINTS
(Members "I", "H", and "Q")
GROSS AREA OF SECTION

1 plate 11" x 3/8": 4.13 sq. in.

-46-

4 angles 5" x 3%" x 3/8": 12.20 sq. in.
TOTAL: 16.33 sq. in.
MOMENT OF INERTIAL OF SECTION
Tye-plate: (l/l2)(11)(3/8)3- 0.048 in.4
4 angles= (4) 7.8 % (3.05)(0.188 / 1.61)2= 70.8 in.4
TOTAL: 70.9 in.4

LEAST RADIUS OF GYRATION OF SECTION

r- 70.9 = 2.08 in.
16.33

ALLOWABLE STRESS IN COMPRESSION OF MEMBERS "I", "M", AND "Q"

L/ra 121 . 63.0 sca 15,000 - (l/4)(63.0)2= 14,010#/sq. in.
2.08

TOTAL STRESSES IN MEMBERS

MEMBER "I": 189,900 # compression
Member "M": 134,200# compression
Member "Q"- 78,9CO# compression

MAXIMUM UNIT STRESS IN MEMBER "I"

Si‘ 189,900 = ll,620#/sq. in. compression
16.33

MAXIMUM UNIT STRESS IN MEMBER "M"

Sm: 1E%,§g0 : 8,220#/sq. in. compression

MAXIMUM UNIT STRESS IN MEMBER "Q"

Sq: 7§é9gg : 4,840#/sq. in. compression

UNIT COMPRESSIVE STRESS IN DIAGONAL MEMBERS IN C NTER PANEL
(Member "8")

GROSS AREA OF SECTION

1 plate 11" x 3/8": 4.13 sq. in.
4 angles 5" x 35" x 3/8"- 12.20 sq. in.
TOTAL: 16.33 sq. in.

MOMENT OF INERTIA OF SECTION
-47-

Iy-~plate = (l/l2)(ll)(3/8)3: 0.05 in.4
4 angles: (4) 7.8 % (3.05)(l.80)2 e 79:82 In.4
TOTAL- 70.9 In.4

LEAST RADIUS 0F GYRATIOU OF SECTION

“TE—9' ; 2.08 in.

16.33

UNSURPORTED LENGTH OF MEMBER

(15.6)(12): 187 inches
ALLONAELE STRESS IN CCMPRESSIQN 0F MEMBER "S"

L/r= 1&2 - 90.0
2.08

Sc: 15,000 - (l/L)(9O.02)= l2,975#/sq. in.
TOTAL STRESS IN COMPRESSION IN MEMBER "S"

8- 60,300# compression
MAXIMUM UNIT STRESS IN COMPnESSION IN MEMBER "S"

SS: 60,300 : 3,690#/sq. in. compression

16.33

-48-

LAAIKUK'AIIOWABLE STIEES‘SES AND: 07 P0 SIBIS SIT

IN TRUSS

@143st

MEMBER KIND OF ST MS ALLorAbLN SIILSS IN r‘OSSIBLE STFESS IN

LBS PLR SQ. IN. LBS. P11” SQ. IN.

A Compression 14,360 12,030
B None 18,000 0
C Tension 18,000 13,800
D Compression 14,897 6,130
B Compression 14,355 11,800
F Tension 18,000 8,200
G Tension 18,000 13,700
H Compression 14,897 10,560
I Compression 14,010 11,620
Tension 18,000 14,150
K Tension 18,000 14,000
Compression 14,897 13,380
n Compression 14,010 8,220
N Tension 18,000 13,600
0 Tension 18,000 8,350
P Compression 14,899 13,280
Q Compression 14,010 4,840
R Tension 18,000 14,900
S Tension 18,000 4,290
S Compression 12,975 3,690
T Compression 14,899 13,275

-49-

MA.IMUM STRESSES IN L TERAL BRACIEQ

 

 

HITIT [Jozafi/{t IIIIJIII|

 

zur'

 

 

 

 

>

 

J'O'

 

 

 

LR
Height of structure as seen in elevation: 19.5 ft.
Length of diagonals: 33.4 ft.
WIND FORCES AND LATERAL VIBRATION FORCES APPLIED T0 STRU‘TURE
wl- 30#/sq. ft. W1: (30)(19.5)(1)(1.5)= 878#/ft.
W2: 150#/Iin. ft. w: 878 / 150= 1028#/ft.
MAXIMUM STRESS IN A DIAGONAL
LR: (1028)(50)= 51,400# Max shear: vmax= 51,300#

smax. (51,400)(33.5)= 68,700# tension

NET AREA PROVIDED IN A DIAGONAL
1 C7
2 angles 4 x 3s'x 3/8 - (2)(l)(3/8): 4.59 '"'
ALLOWABLE TENSILE STRESS IN A DIACONAL

S

18,000#/sq. in.
AAXIMUM TENSILE STRESS IN A DIAGONAL

3. 68,700 : l5,000#/sq. in.
4.59

Since the shear in the center panels is less that that in the
outside panels and the same area is provided in these panels, the
maximum unit stresses in the bracing angles in the center panels are
less than the above value.

NECESSARY DEPTH OF SLAB AND AMOUNT OF REINFORCING STEEL

 

-50-

fcl- 2,500#/sq. in.
fc- (0.4)(2,500)= l,000#/sq. in.
fs: 18,000#/sq. in.
IIINIIUM EFFECTIVE DLPTN 0F SLAB PROVIDBD: 6% in.
EA OF STEEL PROVIDED PER FOOT 0F LENGTH
%" square rods spaced at 4"
A: (0.25)(l2/A)= 0.75 sq. in.

MAXIMUM LIVE MOMENT IN SLAB

[,0
ll

4.583 ft, spacing of stringers

0.7 s / 2= (0.7);4.583) % 2.00

5.2 ft., effective width of slab

33
ll

t1)
ll

Maximum wheel load: 12,000# m. 12,000 - 2,310#/ft.
5.2
M: 1/4 wl- (l/I)(2310)(4.583)= 2,650 ft. lb.
IMPACT MOMENT IN SLAB

4.58 / 20 -51.7% (51.7S)(2,650): 1,370 ft. lb.
(0)(4- 58) ;fi20

MAXIMUM DEAD MOMENT IN SLAB

 

Use average total depth of slab as 9"
w: (9/12)(150)= 112.5#/ft. M- (1/10)(ll2.5)\4.583)2= 236 ft. lb.
TOTAL MAXIMUM MOMENT IN SLAB
2,650 / 1,370 / 236: 4,256 ft. lb.

MINIMUM EFFECTIVE DEPTH OF SLAB R: 173

 

M/Rb ( 256 12)- - 4 95 in.
(173 12
STEEL AREA NECES SARY PER FOOT 0F SLAB
p:.Olll A: pbd- (.Olll)(12)(4.95)= 0.66 sq. in.
MAXIMUM FIBRE STRESSES IN STRINGEBS
9 Stringers--12" x 5" x 35# Rolled I-Beams
Spacing: 8 @ 4'7" DL-CL- 36'8"
Unsupported length= 11.1' CLPCL of floor Beams

-51-

NAXINUN LIVE NONENT FOR ONE LANE
E. (12,000)(ll.l/2} 66,600 ft. lb.

NIXIEUN LIVE NONEN‘ FOR ONE STRINGER
C(reinforcec concrete slab): 1.0

N- Width of traffic lane 3 10.0 s 2.18
Spacing of stringers 4

- 50,600 ft. lb.

E'. 0 M/N . 1.0(66 600) -
(Z.IST'

IL'IPACT KO L’ENT F OR OI‘IESTRII‘E 35;

I. L g 20 . 11.1 20: 56.0 I
6L 20 66.
M1. (36.0%)(30,600): 11,000 ft. lb.
DEAD MOMENT FOR ONE LANE
Using average depth of slab as 9 inches
w(slab). (9/12)(10)(1)(150L: 1125#/rt.

w(stringers)s {QQéSSQQIOE : 8&#/ft.
56 2

TOTAL w. 1211#/ft.
N. 1/e wlzs 1/e(1211)(11.1)2. 16,650 ft. lb.
DEAD MOMENT FOR ONE STRINGER
E'. (1.0)(18 650). 8,540 ft. lb.

m)

T OTAL 1m DIUM MOMENT IN ONE STEINOEE
E. 50,600 / 11,000 / 8,540: 50,140 ft. lb.

ALLOWABLE TENSILE STRESS IN BOTTOM OF STRINGER
st. 18,000#/sq. in.

AIIDWABLE CONGRESSIVE STRESS IN TOP OF STRINGER

L b. 1101 12 C‘ '
/ $5.078 ) g 26.25 Sc. 18,000 - 5(L/b)2.14,550#/sq.in.

-52-

ILAXILTUM COLIPRESSIVE AND TENSILE STRESS IN STRINGER

3. Mc . I§0 140)(121L4 .88) e 12 ,920#/sq. in. tension
I W? and compression

mummdmmknm EMSEINNIO.S
MAXIMUM.LIVE SHEAR FOR ONE LANE
v. 24,00O#
N‘"IMUM LIVE SEEAR IN ONE SIRINOER
O. 1.0 N. 2.16

l

v . (1.0)(24 000) a 11,OOO#

{$.IE)
IMPACT SHEAR IN ONE STEIN ER
(56.0%)(11,000). 3,960#
DEAD SHEAR FOR ONE LINE
w(tote1). 1211#/ft.
1
v =(1211)(11.1). 5080#

'1‘ OTAL DIME-ma SEEAR IN ONE Sr “R INGER
v. 11,000 / 5,960 / 5,030: 18,040#
AIIOWASLE UNIT SHEAhING STRESS IN W+B
Clear distance . 9.75. 22.8 which is less than 60

 

 

Thifikness .125
v. 18 040 .- 3,520#/sq. in.
IIZ.OO)IO.4§§5
I'M II-EUI'II LIVE LOAD AND DJIPACT IIEOLCENT IN FLOOR B11113
/Z’ooc' ’2000‘” 12,000? (z’aoot 12,000: ,2 can”
I . , .3 7 ,6; , 3' 6
4' .z ; ‘1 I I t J ’ I

 

 

25'! {-f Fuss

A

 

 

NAIINUL: LIVE MOMENT IN FLOOR BEAN
N1. 0 (12,000)(2 / 8 {11 K 17 I 20 % 26): (RR)(25)

-53-

RR. (12,900)Ls4). 40,300#
(257

LR. (6)(12,000) - 40,300 - 31,700;
Mmax- (51,700)(11) - (12,000)(3 / 9)
mmax. 204,700 ft. lb.
Since three lanes are loaded to obtain this maximum bending
moment, only 90% of the total moment is used in the design.
Mu (90%)(204,700)- 185,000 ft. lb.
IMPACT MOMENT IN DEEMED IATE FLOOR BEANS

I- L i 20 n 25 f 20 I 26.5%
L O 5 20.

M: (26.5%)(184,000) M: 48,700 ft. lb.
IEPAOT NDNENT IN END FLOOR BEANS
I- (2)(26.5%)- 53.0%
Mb (53.0%)(184,000): 97,500 ft. lb.
MAXIMUM DEAD MOMENT IN INTERMEDIATE FLOOR BEANS

4“)” 5,390" 5390 €330 6 390 6390 5330 (390” 99/0 ”'
ff -$flflV‘ $52!; fldzsiitsusi 4w33i {fasi‘asasi 1mnn4agv’

6333’ I \25300' 6133'
33am"

Mr. .f .67..» am". y, V/I: 3538/0"
Assume weight of slab as uniformly distributed to the strin-
gers.
Assume weight of walks, railing section, and railing
posts as being carried entirely by the outer stringers.
WEIGET APPLIED TO EACH FLOOR BEAM THROUGH EACH INSIDE STRINGER
Weight of slab-fiLg%§%)(ll.l)n 6,000 lb.

Weight of stringer-~(35)(ll.l)- SQQ_lb.
TOTAL. 6,590 lb.
WLIGHT APPLIED T EACH FLOOR BEAM THROUGH LEIGH OUTSIDE STRIP-3 mi

-54-

Weight of slab-~6000- 3,000 lb.
‘"§“

Weight of stringer--(55)(ll.l)= 390 lb.
Weight of sidewalk—-(535)(ll.l)= 3,720 lb.
Weight of railing section--(44)(ll.l)s 490 lb.
Weight of railing posts-- 810 lb.

TOTAL. 8,410 lb.

TOTAL'WEIGHT 0F FLOOR BEAM
4 287- 114#/rt.

EOTEV
MAXIMUM DBAD MOMENT IN INTBAMBOIATB FLOOR BEAMS
LR- (5.5)(6,95O) # 8,410 ; (4,287). 34,810#

M. 456,000 - 175,600 - 154,200 - 20,200

m- 86,000 ft. lb.

L'AXIMUM FIBRE STRESSES IN INTEREEDIATE FLOOR BEAMS
TOTA1.MAXIMUM MOMENT IN INTERMEDIATE FLOOR BEAM

Live moment 184,000 ft. lb.

Impact moment 48,700 ft. lb.

Dead moment 86,000 ft. lb.
TOTAL. 318,700 ft. lb.

ALLOWABLE TENSILE STRESS IN BOTTOM OF INTBBBBDIATB FLOOR BEAM
st. 18,000#/sq. in.
ALLOWABLB COMFRBSSIVB STRESS IN TOP OF INTBBLBDIATB FLOOR BEAM

L/b. :25 12). 25 so: 18,000 - (5)(L/b)2
2.0

so- l4,885#/sq. in.
MAXIMUM COMPRESSIVE AND TENSILE STBBSS IN IATBBMBBIATB FLOOR

3. Mc/I- 518 700 '12) 10.44)
1"'TE§B%.3) "“

-55-

BEAM

 

8: 13,370 #/sq. in. tension or compression
1':le 11'2de DEAD MOMENT IN END FLO OR BEAMS
3' F p g .
310m afar 3185 538! Tums” sum“’,iru’ ,fira' gznf‘

250.90” 25030.?

WEIGHT APPLE!) TO EACH END FLOOR BEJ'EM TFiOUGH EACH INSIDE

S T R IN GER
Weight of slab--(4320)(ll.l)= 3,000 lb.
Weight of stringer--(35)(ll.1): 195 lb.
Weight of expansion angles--(1525)- _ 190 lb.

TOTAL 2 5,585 lb.
WEIGHT APPLIED TO EACH END FLOOR BEAE:TBBOUGH EACH OUTSIDE

STRINGER
Weight of slab--SQOO - 1,500 lb.
Weight of stringer--(35)(ll.l/2)z 195 lb.
Weight of sidewalk--(335)(ll.l/2)- 1,860 lb.

Weight of railing section-~(44)(ll.l/2). 245 lb.
Weight of railing post-- .lLéZQ lb.
TOTAL: 5,270 lb.

TOTAL WEIGHT OF END FLOOR BEAI‘JI AND CONCRETE AROUND IT

- 15,915. 422#/ft.
37.67

MAXIMUM DEAD I:ZJI‘~.EITI IN END FLO OR EMJS

.l§§218.. 25,090#

M- 514,OOO - 95,100 - 96,700 - 75,000 M: 49,200 ft. lbs.

LR. (5.5)(5,5857 % 5,270 /

-56-

MAXIMUM FIBRE STRESSES IN END FLOOR BRAKE
TOT$1.MAXIKUMIMOMENT IN END FLOOR BEAM
Live moment. 184,000 ft. lb.
Impact moment. 97,500 ft. lb.

Dead moment- 49,200 ft. lb.
TOTAlm 330,700 ft. lb.

ALLOWABLE TENSILE STRESS IN BOTTOM OF END FLOOR BEAM
St;- 18 ,OOO#/SQO in.
.ALLOWABLE COMPRESSIVE STRESS IN TOP OF END FLOOR BEAM

L/b- 25 12): 24.9
2. 4 )

s0. 10,000 - (5)(24.9)2= 14,900#/sq. in.
MAXIMUM COMPRESSIVE AND TENSILE STRESS IN END FLOOR BEAM

3. M0. (550,700;§12%g10.44)
17‘ 5 .

S. 12,520#/sq. in. tension or compression
MAXIMUM SHEARING STRESS IN IBTERMEDIATE FLOOR BEARS
MAXIMUM LIVE SHEAR IN ONE FLOOR BEAM

 

 

 

 

”goo" /% ago [3000 I “a [2.00“ / 00¢
6” L3' 1 1§’. 1 3“ l 6 ’ 41’;
23"
LR RR
LR- (12,000)(25 £_19 i 16 / 10 £_7 { 1). (12,000){%§g
25

LR. 57,400# vmax. 57,400#

Since three lanes are loaded to obtain this value, only

90% of the maximum.need be used in design.

V. (90%)(57,400). 55,550#

-57-

INRAOT SHEAR IN ONE INTERLEDIATE FLOOR BEAN
(26.5%)(35,650)- a.920#

MAXINUN:DEAD SHEAR IN ONE INTERMEDIATE FLOOR.BEAM
v. 24,810 - 8.410 - 6,390 - (114)(6.33)
v. 19,290#

TOTAL IMIIIUN SHEAR IN INTENSEDI TE ILOOR BREE
33,650 ; 8,920 f 19,290. 61,860#

ALLOWABLE UNIT SHEARING STRESS IN WEB OE BEAN

Clear distance - 20.875s 44.7 which is less than 60
“Thifikness 6.455

v. 12,000#/sq. in.
IleXII‘JRH-fi UNIT SHEARING STRESS IN WEB OF llfl‘ERP-‘EDIATE FLOOR 331.5111

v- 61 860 . 5,500#/sq. in.
( .

MAXINUMZSHEARING STRESS IN END FLOOR BEAN
NAEIEUNLLIVE SHEAR IN END FLOOR BEAM
v- 53,650#
INBAOT SHEAR IN END FLOOR BEAN
(53.0%)(33,650)- 17,840#
MAXINuszEAD SHEAR IN END FLOOR BEAN;
v. 23,090 - 5,270 - 3,383 - (422)(6.33)
v. 13,760#
TOTAL mmem SHEAR IN END EIOOR BEAM
33,650 } 17,850 / 13,760. 65,250#
ALLOWABLE UNIT SHEARING STRESS IN WEB 0F BEAM

Clear distance a 20.875: 41.0 which is less than 60
Thickness .

 

v. 12,000#/sq. in.
TilAXDflTUNT UNIT ‘3 MING STRESS IN WEB OF END FLOOR BEAM

-58-

v. 65 250 . 5,30 fi/sq. in.

ENZAJCDEUM FIBRE STEESSES DUE TO
FLOOR BEANS AND STRINGERS IN POUNDS
ALLO‘T AB LE L'IAX IIITUM

UTE IT 8‘11"“55 UNIT STRESS
IIN COIR’ERBS- IN COLTRI'SS-

SION SION
STRINOERS 14,550 12,920
INTERNEDIATE

FLOOR BEANS 14,235 13,370
END FLOOR

BEANS 14,900 12,520

I‘AXDEUTJI SILF’ARWG STmSSES IN

SENDING IN
PER SQUARE INCH
ALLONABIE IEIEIIEI

LTIIT STRESS UNIT STRESS
11V TEN S ION IN TENS ION

18,000 12,920
18,000 13,370
18,000 12,520

‘JEEBS OF FLOOR BET HE'S

AND STRINGERS IN POUNDS PER SQUARE INCH

ALLOWABLE UN IT
SEEPJJNG STRESS

STRINGERS 12,000
INTEPILED LATE
FLOOR BEANS 12,000
END FLOOR
BEANS 12,000
CONCRETE BEARING AREA.
Size of lead bearing plate-~22" x
LUIXII‘IIIVI DEAD LOAD REACTION
R- 196,90Q#
lx'AXDIUIu‘I LIVE LOAD AND III'ZPACT REACT ION
R. 98,000#
TOTAL MAXDIUM REACTION
R: 196,900 { 9S,OOO. 294,900#

-59..

MAX EMA UN IT
SI-IEARING STRESS

5,500

5,300

2'5"

RLLONABLB BBARING STRESS IN OONORBTB
rc'. 2,500#/sq. in.
s- (0.25)\2,500). 625#/sq. in.
NININDN CONCRETE BEARING ABBA NBOBSSARY

294,900 g 472 sq. in.
625

CONCRETE BEARING LREA PROVIDED

22 x 23- 506 sq. in.

-60-

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