AN EXHAUSTIVE STUDY
OFA PROPOSED REINFORCED
CONCRETE SINGLE. ARCH
HIGHWAY BRIDGE TO REPLACE.
FARM LANE BRIDGE I
Ches’tcrH. Finstcr
1936

Thesis 1.. the 9.1,... of B. s.

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An.Exhauet1ve Study of a Proposed
ueinforced Concrete Single Arch Highway Bridge
To neplece

Farm uane Bridge.

A Theeie submitted to

The Faculty of
MICHIGAN STJTE COLLEGE
OF

AGRICULTURE AND APPLIED SCIENCE

By

Cheater Harold Einster

candidate for the Degree of

Bachelor of Science

June 1836

lNTRODUUTION
set-eta:-«zz-e'-='-e'--':--::-*****

The present Farm Lane Bridge crossing the Red Cedar, is
a steel Howe Truss. This bridge is obsolete and has been
condemned for normal trucking loads. it is very narrow and
dangerous,'being a one-way bridge with no foot walk. it is
far below the established grade of the High-way on the south
embankment. The span is eighty two feet with a clear rise of
less than eight feet. it is an ugly structure and not in
keeping with the rest of the Campus buildings and.landscape.

The proposed bridge is a concrete structure, with a
single graceful arch. it is of sufficient width to accom-
odate foot and wheel traffic, without danger to either. There }
are four lines lfor vehicles, and.two eight foot footwalks.
This design takes advantage of the natural high grade of the
south bank of the river, and requires only a maximum fill of
about eight feet on the north side to give an easy safe
approach. The clear arch rise of fifteen fest, makes it
possible for the water-carnival floats to pass under without
damage, eliminating the present neeeesity of dismantling
them above the bridge. Also ice troubles are avoided. This
design is such,that it is ornamental, despite the fact that
it is economical.

The proposed bridge is a re-infprced concrete arch,with
an open spandrel. Curtain walls create the appearance of
a closed spandrel bridge,without the excessive weight that is
involved.in such a bridge. This gives an impression of great

"E (33331)

mass and.etability and adds to the impressivenees of the
structure. The arch-ring is not a solid ring, but a hollow
arch with two six inch slabs tied together every four feet
with six inch vertical webs. This feature also reduces the
concrete required.for the arch to about forty five per cent
of that required in a solid.arch. The columns also are
mm" and reduct the total bridge weight. This reduction
in weight permits also a reduction in the amount of concrete
required.for the abutments.

The bridge as proposed has an eighty foot span, and
a clear rise of fifteen.feet. The width of the pavement is
Itforty feet. Two eight foot walks are cantilevered from the
bridge. The twelve inch pavement slab is supported.by beams
running perpendicular to the road bed and six feet on centers.
The loads are here picked up by sixteen inch square columns
having eight inch square air cores, and are spaced eight feet
on centers. These columns rest on transverse beams supported
by the arch ring. Two stabalizing ten inch walls run diagon-
ally across the bridge, connecting its opposite cornele.
These walls rise from the arch ring to the pabement slab.

in the preliminary design, an arch ring was constructed
using simple segmental curves.”tThe trial arch method,)'was
first employed to determine approximately the feasability of
this arch. The line of thrust for the dead load Practically

coincided with the arch exit. This gave a basis for seeming

that the further development and calculation necessary to
Check the stability and equilibrium of the bridge would
undoubtedly prove successful.

The "Method of least work" was chosen for the furhter
calculations. Five separate dead load.computatione were made.
covering six inoh,eeven inch, eight inch, nine inch and ten
inch.flange slabs for the arch ring. .An additional calculation
for the six inch slabs was made disregarding the moment of
inertia and area of the webs. Further calculations were com-
pleted for the six and seven inch slabs, for the live load.

The computed eccentricities for the dead.loag§§gm§ined
practically constant for all thicknesses of flange slab.
However the fianl maximum unit stresses developed for the six
and seven inch slabs showed a slight advantage for the seven
inch, but not sufficient to warrant its use in place of the

mor economical six inch slab as shown by the following compar-

isons.
Flange slab lax. f0 Max.fa
6' 606 15, ”Of/sq. I!
7' 613 15,zoo#/sq.'

Computations were based upon a sample set found in
”Reinforced Concrete Design? by Sutherland and.Clifford.
Values for th) were found plates XiV and.XV, appendix e in.the
same book. Values of (n) were from standard tables for 16000
for steel and 650 concrete.

Sufficient time was not available for a thorough
examination of the sub-soil of both sides of the river. Four

twelve foot and two eighteen foot borings were made upon the

north side of the river.using water level of river as Datum.

The results of the borings revealed a poor bearing
condition to the sixth foot depth, which was the begining of
six foot.crata of hard blue clay. Then a three foot strata
of quick-sandf°%%§veg three foot strata of coarse sand ended
in a very hard and compact formation of sand and graded gravel
comparable with hard-pan for bearing. This formation was
considered good for four and.one half tons per square foot.

This study was inspired by the necessity for a new
bridge, and was made for the benefit of Michigan State Cellege
as well as for submission as a thesis. it is hoped that it
may prove useful When Farm Lane Bridge is finally replaced,
either as the accepted design, or as a basis for the comparison
of other submitted designs.

its completion was made possible by the encouragement

and suggestions of Proffessor C.A.Miller and.lr. James

Greenwood, Architect.

CW HW?W,

Chester Harold Finster.

 

 

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Rise at crown = 15'-O”

Clean span = 80'-O'

Arch axis span = 80.0' f 2.82' = 82.82'

Thickness at crown = 2'-O"

Thickness at springing = 4'-O”

Bituminous Macadam = 2"

Concrete slab = 10”

Total rise at crown = 20'-0"

Pavement width 2 48'-O'

Sidewalks - (2) - 8'-C” - cantilevered from pavement.

Walls:- 2 - 12" concrete walls - one on each face of bridge,
Upstream and.Downstream Faces.

:- 2 - 12" concrete walls diagonally across bridge.

:- 2 - 12" concrete walls back.

Assume Pavement Slab 8 10" deep / 2” Bituminous

Panel = 6' x 8' = 48 sq. ft.

D. L. = 1' x 48 sq. ft. x 150#cu. ft. = 7,2005%

L. L. a 200#sq. ft. x 48 sq. ft. = 9,60%

Impact = 25% L. L. = 2,400#
m

Concrete 3-150#sq. ft.

L. L. - soo#sq. ft.

L. L. I. 3 50#sq. ft.

Total L. = Eddies. ft.

Slab acts continuous.

Determine steel in slab:-

es .12 I no 3 5'; 5' = ease
in 12

863199 x 12"- 8" x 7/8 x leoooe sq.” x A.
A 1 2221. : .0893 sq.‘ steel per ft. No steel re-

‘ 112000
qudred other than.the regular welded steel met.

11

M

Deeign,Beam carrying slab:—
Assume total load 2 425 # eq.ft.

Mama: 1].: = W: 13.600 FtJ‘
12 is

13,600 x 12": 7/8 x 22 x 16000 x.A‘
81.6 154 A!
As ’ 1 sq." steel.
2

r, . 18000
n : 15

24x~_x:l_.ls. (22-x)
2_2 2
24: -330-15x

0
3.408

2
x a! .6251: - 13.75

4253?: sq.ft. x 6' = 2550 # uniformly distributed load.

From tables :
12" Load 2558} per.ft.
14" Span ll ft.

, 3/4 ”0 tr.

e 3/4 ”g .t‘

10' Load. 2613* per.ft.
1.4” Span 8 five

, 1i- 0 truesed

, u- O/straight

Tee beams

se es eskee‘. \-
DJ (09' 0’
II II

Rec tangular beams :

HPD‘O’
"II

Total wt. per panel per panel width of bridge:

Pavement 6' x 40' x l' x 150# Cu.ft. '-'-" 36,000!
Side walks 6 x 2‘ x 8 Lin x 150 do. a 12,000#

12
Beam 3: xl' xsoe 15015‘ do. 2 2.000#
1 .
l'x 2 x 8' x tf—{Egfl i x 150'} 3 2

52,40
52,400# carried by an arch 40ft. wide.
Road and beam load per panel,per ft. of width of road:
Concentrated load per ft.of width $7399; 131%

Column loads: 1310#per.ft.x 8' 3 10,480 per col.

Assume compressive stress = 500# sq.”

Area required 19.3599, : 2115‘ sq.”
00

Make columns 16" x 16'square with 8"x8" air core
area 256sq” - 64sq" = lQqu“ bearing area.

w't.per ft.of col. 12;}: 150# :- 200#
144

Total w't.per foot (Panel 40'x 6')

200 x 4 3 800

m2 l'x 2 x150 = 250 x 6'=1500
1

Column w'ts.

2, sidewalls

3.

s-oross walls = 250# x c.11_,= 280# x 6' §_l§§Qt_
6

Total 3,980#
Weight per panel 6' wide x 1' deep x l' in breadth
m ' 100 i
40

- - 32 £ 13 __ 492 i 352 _ . c
RIntradcs ' RInt “ 2y " ’ 60 833

2 x 15

Sin. ¢ 3 _.AQ___ 3 .657538
60.833'

-e- e 4l°-6'-45"

.2 = "x x I 5Q = 1.315
60.833 40 60.833

2 : __1___. Y =_§la§§1.= 1~507
60.833 45.833 60.833

x = 40.0'/ 1.315'= 41.315'
Y = 15.0'{ 1.0'- 1.50'7'= 14.493'

R six? J<y3 a 41.3152 14.4932 = 66.135'
Arch Axis gy 2 x .

 

x = 4o.o'/ 2.630'= 42.630'
y = 15.0'{ 2.o'- 3.014'a 13.986'
R - x2 i 12 e 42.6302 é 13.9862 - 71.962'
Ext." by x . '
R g . .
Int. 60 833
R - , .
Axis _ 66 135
R 2 71e962'
Ext.

Arch wt. per ft. 3 150#/'

Panel Arc Arch Web

Pt-
A

Q'flt’JUOw

6.04'
6.04'
6.19’
6.33'
6. 63'
6.92'
6. 42'

wt. wt.

906# 2.09
906# 2.29
929# 2.67
950# 3.21
995# 4.04
1038# 5.29
963# 5.27

X

X

X

X

50. 625
50. 625
50. 625
50. 625
50.625
50. 625
50. 625

,‘ web wt.

105. 30
115.93
135. 17
162. 51
204. 53
267. 81
26 6. '79

,l 2 sidewalls

2.09t37.5)= 39.00
2.29t37.5)= 42.94
2.67(37.5)= 50.06
3.2lt37.5)= 60.20
4.04(37.5)= 75.75
5.29(37.5)= 99.20
5.27(37.5)- 99.92

2 crosswalle Cross beams Columns Pavement Summation

wt. 2 side above arch and stem & of
walls & under cols. walls walks Loads
43.62 3l.26 15.63 176 1310 2,626.81
48.02 31.26 15.63 225 1310 2,684.78
55.98 31.26 15.63 327 1310 2,854.10
67.32 31.26 15.63 483 1310 3,079.82
84.71 31.26 15.63 700 1310 3,416.88
110.84 31.26 15.63 873 1310 3,847.84
110.51 31.26 15.63 1283 1310 4,079.01

Sin. 8- . 4.1.315 : .624707
66.137
Log Sin. 0- = 8.7858764 '
o- : 39 -39'- 40': 139,180". l§§%80.: 6959
6858' : 1°-55' 59"
Point Log Bin. (x) Log 009. (20)
Crown 00 0' 0"
1 1° 55' 59"- 8.5280393 9.9997528
2 11.82.943.14
.3484707,2.231 1.8201842 66.097 14.455
2 5° 47' 57“ 9.0045012 9.9977717
1183525311
.8249326,6.682 1.8182031 65.797 14.155
3 9° 39' 55' 9.2250302 9.9937912
4.8204311. 118.510.4314..
1.0454616,11.104,1.8142226 65.196,13.556
4 13° 31'53' 9.3691750 9.9877743
1.5204314 415391114.
1.1896064, 15.474,1.8082057 64.299 12.659
5 17° 23'51' 9.4756699 9.9796638
41.82.043.14. 1.8294314 -
1.2961013, 19.775,1.8000952 63.109 11.469
6 21° 15.49" 9.5594990 8.9683794
11.83.04314 W4
1.3799304, 23.984,1.7888108 61.633 9.993
7 25° 7' 47" 9.6280507 9.9568160
1.8294311. 1.5204314
1.4484821 28.086,1.7772474 59.875 8.235
O
8 28 59'45” 9.6955143 9.9418370
11.829.43.14 1.8291314.
1.5059457 32.060,l.7622684 57.845 6.205
9 32°51'43" 9.7344931 9.9242692
118291114. 1.6293314.
1.5549245 35.886,1.7447006 55.552 3.912
10 36°43'41” 9.7767140 9.9038942
118293311 1182514314
1.5971454 39.550,1.7243256 53.006 1.366
11 38°38‘40” 9.7956804 9.3925533
115.210.4314 1 a 4314
1.6161118 41.315 if7§g§847 51.640 .000

Figs; trial.§" slab Use 2 Q " sq.

 

A = 1' g 14 x 4:; 9.5525 / (dx-l).154'
144
A 2 1.2188 l .154tdx-l)
.. .. 3 :5 3 2
1 - dx__-td.x:1_}./i.dx:11 .641! .2188Lix_- ;
12 12 12 " 40 t 2 12
\Z' Sigma: summation)
Z is
1, ..
t = 241 ,
1 z-- -------------------------------------- e
«1 -------------- 5:
{442:1 : 1 - ix" - $461134)” ,1 0547tix- .25)2§
. 1 . _____________________________ _;
z x 7 .0547Idx-m 5% z :
Mun-5: : ------------ 3: z I : AA ': A
dx : : .05411d3:1) 2 2 : 2
: x _j.2 x J :_ _:
33 t x x
2.02 .6868 .0748 .1714 .7834 .1571 1.3759
2.06 .7285 .0840 .1792 .8237 .1632 1.3820
2.14 .8167 .1044 .1954 .9077 .1756 1.3944
2.26 .9619 .1410 .2210 1.0419 .1940 1.4128
2.42 1.1810 .2019 2576 1.2367 .2187 1.4375
2.62 1.4987 .2997 3072 1.5062 2495 1.4683
2.86 1.9495 .4537 3726 1.8684 .2864 1.5052
3.14 2.5799 .6909 4569 2.3459 .3296 1.5484
3.46 3.4518 1.0500 .5636 2.9654 .3788 1.5976
3.82 4.6452 1.5810 .6971 3.7613 .4343 1.6531

8.

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= 14.493 - 11.512

14.455
14.155
13.556
12.659
11.469
9.993
8.235
6.205
3.912
1.366

:_ QZ.§5

7.588

1.2367
1.5062
1.8684
2.3459
2.9654
3.7613

11.512
3 2.981
30/1 1/1
18.45 1.270
17.18 1.210
14.93 1.100
12.15 .960
9.27 .809
6.63 .664
4.41 .530
2.65 .426
1.33 .337
.36 .2§§
87.35 7.588

11.104
15.474
19.775
23.984
28. 086
32.060
35.886
39.550

6.35
54.21
135.84
229.82
316.20
381.91

422.19,

438.14
434. 28

2834.81

11.06
8.48
4.58
1.25
0.00
1.53
5. 75

12.01

19.48

2
91.51

10.

1.3759
1.3820
1.3944
1.4128
1.4375
1.4683
1.5052
1.5484
1.5976
1.6531

.646
.626

5.794

(ZS Sigma)

Load. Dead

2 Sec 13:1) 1080.
LL01. 241-1. ELL
1 2.231
2627 2,627 3'
2 6.632
2695 5322 9'
3 11.104
2854 8176 15'
4 15.474
19. 775
3080 11256 21'
6 23.984
3417 14673 273
7 28.086
8 32.060
3848 18521 33'
9 35. 886
4079 22600 393
10 39.550
1. 765

 

Springing Pt. 41.315

11.

L030. 800.
Dist. Diflts

3. 632

2. 104

.874

2. 984

1.086

2. 886

. 550

/ _p_'_t.7. MISQOS M00.

4. 301

3.974

800.
Diits
M

. 769
2. 368

3. 896

1. 225

3.016

3. 114

: Momqnt :

 

 

 

 

 

: gpgni : ML / 3 {ML / )7
: L R z, : I 9_1 41v
2627 x 3. 2- 9541.264 #2 12082:.23166 i 2.643: 61288

.8237‘
2627 x 2.368: 6220.736

5322 x 2.104: 11191.488

26959.488 #3 29401 x 2.044. 121416

.9077
5322 x 3.896: 20734.512
81761: .474- 38E.424_
51569"2‘ #4 i93fi333-98990 x 1.147 = 113541

8176 x 4.301: \-)
140267: .043

86734.400 #5 1134685 = -6031
1.2367
8176 x 1.225: 10015.600
11256 x 2.984= 33582.994

(-) (-)
130337.904 #6 2606145 173067 x 1.519: 262888

1.5062
11256 x 3.016: 33948.096
14673 x 1.086...: 15934.529 (-) \-)
180220.878 #7 _§§Q$AQF 192914 x 3.2773 632179

14673 x 3.974: 58310.502 t-) k-)
238531.380 #8 4119522 203360 x 5.307.1079232
2.3459
14673 x .940- 13792.620
18521 x 2.886= 534511595. ( )

1-) -
305775.606 #9 6115§Qg_206299 x 7.6oo=1567340

2.9654
18521 x 3.114: 57674.394 ,
22600 x .550-_12430.QQQ. (-) (-)
375880.000 #10, 151169,: 199862 x10.14§_'-E_§Q§_18§1,
22600 x 1.765:_3l§§§LQQQ__ 3.7613 1.: :~ '7 I-- '1 ~
n.at 8pr1n31ng415769.0009# 1 ' f _
created.by 1297261 ' . ~5279336
vertical loads d1V1d° thOIO by 1000

= 1297. 3 -5279

Z 2 Greek Sigma 3 Summation

 

 

: 26.84 K

 

 

 

above axis (arch)

35,070#
below axis (arch)

2 M1 } Mr
Mo . "" I _ . 1,297 = 85.46 Kip.ft..
2Z I 2 x 7.588
I:
.Z (M; i M:)g -
H0 I :9 5.229
2 f 2 x 91.51 i’z x 6.794
.1. .4L.
22 I 33 A
Mo = 85.46 - 26.84 x 2.981 = 5.45 K' = 5,450'#
a = 3 H = 2.43” 8 022'
26,840
M. = -415.8 / 86.84 x 14.713 = -20,872“#
T‘ : 26.84 x .7806 / 22.6 x .6247 =
o = W : 7.16" . .596'
35,070
2 M
vb = I
22 _§§ 3 5,669.62
Sin. 3 =_411115_.= .6247
66.135
Coa.—e-. : .7806
66.135

Stresses (Springing and Crown)

__26184-K

 
  
 

41.515‘

 

 

  
 

13.

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1

(‘3

(omqmmubu

10

M

6" 918b --- disregarding Land Lot 1m.

5 ii“2”12:'°54331‘321351--. ~1—
2762' 3.6868‘3’.5§5§'3:17TZ'§ .7733"1.§%88' .820479
2.06 .7285 .0992 .1792 .8085 1.2188 .820479
2.14 .8167 .1235 .1954 .8886 1.2188 .820479
2.26 .9619 .1667 .2210 1.0162 1.2188 .820479
2.42 1.1810 .2386 .2576 1.2000 1.2188 .820479
2.62 1.4987 .3543 .3072 1.4516 1.2188 .820479
2.86 1.9495 .5279 .3726 1.7942 1.2188 .820479
3.14 2.5799 .8167 .4569 2.2201 1.2188 .820479
3.46 3.4518 1.2406 .5636 2.7748 1.2188 .820479
3.82 4.6452 1.8690 .6971 3.4733 1.2188 .820479

2 1M1_£_Mnl

____1_I_____.: __1292_ : 82.93899 = 82.94 K'
22+ 2 x 7.81

 

 

52—“: _ . 74%8 = 24.959 K#
2 x 6.53

2 ' 2x8.20
2Z _%_.{ zz .1..

82.94 - 24.96 x 3.039 = 7,090'#

= 3.41” = .28' above axie
24,959

415. 8 f 24, 959 x 14.773: 47,100'#
24.95 9 # x .7806 7 22 600 x .6247: 33 601#
" = 16.82" = 1.4' below axis
33,601

14.

 

3o

.89.§§3§_=

'EZET‘ 7.8192

...... I----_--.

11.454

[31ml

yc=r-t=14. 493 - 11.454: 3.039

(ML¥HBZV

n‘ ........ .--

 

14.455
14.155

13.556

18.7168
17.5077

15.2555 1

12.659113.4572

11.469
9.993
8.235
6.205
3.012
1.366

9.5575
6. 8841
4.5898
2.7949
1.4098

.3933

 

 

2.231
6.682

3.001

2.701;: 23,166: 59870

 

11.10
15.47
19.77
23.9

28.08
32.0

32.88

 

39.55

 

2.102 x 59401: 103841
1.205: 98990: 119162
.015x140267': ’3 2104
4612173067: 252851
3.2192192914z 620990
249x203360=1067437
7.542x206229=1535379

3.388x199867-2016258

-)

‘1.
1- )
1:)
x- )

A
v

55.220
138.760
235.614
325.862
396.220
439. 690
462.941
464.125

 

 

 

89.5636

divide by 1000... (-

\- 5227938
5,228

_'

15.

29W

Third trial. Arch zring - z-wqula - 7' thick

2-2

Z——

y - r-t
.14. 493-11. 543
= 2. 950

7' slabs. t-

 

 

 

_ :_1_. : z€/_ :
a A L... J_ A '
.1714? .8149 1. 227'17.736i

.1792 .8580 1.165

(701.30 ‘ (826%
.6868? .0433}

 

 

 

2.02;

16.4903 A: 1.1666#.2188
.-f—.154(dx-1.17)

2.14
2.26
2.42
2.62
2.86
3.14
3.46

 

1.1810
1.4987
1.94951
2. 57991
3. 4518.

2 3 261133?1.221£M:2

.8167J .0643: .1954 .9478}1.055

.9619

 

.0913;

.1377: .

.2149.
.3403j
.5390:

.2210

576

(‘3

 

.3726:

.456912.

4978

1.9916:
1.30091

1

1. 9818:

.5636'3.1688;

 

t
.916‘

4

11.596.

.769; 9.920.

.3072;1.5910: .628é

5
.504:

6.276:

4.150

1

0400; 2. 482i

.315'

 

1. 232

 

 

f1 x2!;_ g3!1.A-A A!
2.231 1.227 6.10 10.39 .13 1.395 1.51 .662 2.91
6.692 1.165 51.98 7.94 .14 1.395 1.53 .653 2.61
11.104 1.055 129.99 4.26 .15 1.385 1.54 .649 2.01
15.474 .916 219.22 1.13 117 1.395 1.56 .641 1.11
19.775 .769 300.57 -.04 .19 1.395 1.57 .637 -.07
23.984 .629 361.12 1.51 .22 1.395 1.60 .625 -1.55
29.096. .504 397.57 5.52 .26 1.395 1.65 .606 -3.31
32.060 '.400 411.14 11.41 130 1.385 1.69 .595 -5.34
35.996 .315 405.50 17.06 .35 1.395 1.74 .575 -7.63
39.550 .249 397,92 25,65 .41 1.395 1.80 1222... -1o.17
2671.13 94.91 gzége

16.

 

 

L030 8. 010 All... In
1 ..-
A 2. 6375' 151# 2. 778 9. 778
a 9.6.9 5% 1512 2.946 5.624
0 2.8541! 1554 3.009 8.633
a 3.0M 1581? 3.830 11.071
2 3.4174 1669 3.5m 45.454
7* 3.9492 1734 4.021 19,473
MW 1. - -
' H I l f
. : I l I

................ «....-- ~-...It---..--tun-.--.----0----:OOQOQI-Cit

20.1631.166= 23.483 8. 61' 61.98

877833.632: 10.08 #8
277812. 368: 6.67
562428.104!

28.48 #3
552423.899 21. 91
8.633; .4749 4 00

54.49 #4
8.533 .24. 3018
1.61 #5
853331.825: 10.57
11.071259841-

137.60 #6
1197175216:- 35_. 80
154454311. 086:

190.1 #7
15454333743

51. #8
15454: .940- 14.53
19475x2. 886'- "‘~

56.96x1.055. 60.093 2.013 120. 73

108.96:
183. 22:

275. 20:

380.36:
503.18:

.916. 99.813 1.11: 110.79
37693140303 -.07I 41.86

(-)
0 “W172. 833-1. 55' 26 70 87

(«J
. 5043191. 703-3. 318 631)}. 53
. 400-201. 2710-5. 34.1074. 78

M
.515t203.06:-7. 63-1549.35

322. 31 #9 644. 63x

1947053Jl4l 60. 64
33.7141 .5501, ' (.) (4

- “39:5. 910 791.98: .8483196.41x10.17=1997.49
9331‘ro . W
lament at 437.84%; 1989.54 6241.03
Springlng :Thno amt-1 5108 have bun divided

created by a by 319529...

W

17.

\Z I Greek sigma, and is used throughout as such.)

n = .......... H I ZQI§A -
2 z —L— * 2:77.227 - 89.22 K.
I

 

A ..
1:84.91r2x6. 2° " 280 76 5*

no : 89.22 - 28.76 x .295 = 4.38 A' = 4.330",
- Q 0

. - 28.7610 : 1.82” or .152‘

IS = 437. 8411' - 28.7611 1: 14.634 8 16,970'i'

0-3
l

28.76 x .7806 / 23.714 x .6247 = 37,26“

9 '-' 69 ' 2 = 5.64" .45'
37,2

18.

4th.trial

191.:1284. 6.712
dx Ifi‘.07 '-
12

. t'
.003
.004
.007 1.01
.015 fl.17
.030 .258 1.41
.060 .307
.119 .373
.224 .457
.404 .564

y. 2 14.493-11.634= 2.86

0
EL
14.46

14.16
13.56

: 11.634
al.11-
.86 {1.169 16.90
.9051.107 15.67
.995'13.49
.856!10.84
.710: 8.14
.573? 5.73
.454E 3.74
.356; 2.21
.277é 1.02

.215; .29

 

 

l.1L.
a 1
2°02 .686
.729

.817

.171
.179
.195

2.06
2.14
2.26 Aa1.67$.21=1.89

{.154(6x-1.67)

 

11.47
9.99
8.24
6.21
3.91

1.37%

2.42
2.62

1.181
1.499
1.950
2.580
3.452

1.75
2.80
2.81

3.61!

2.86
3.14
3.46
3.82

 

 

 

 

 

 

‘064:

 

“—3.”...-

 

 

 

4.645 .701 .697

_____ 76. 712' 78.09—

‘13.; 12 1"?» ”J I: J.“ L‘ I.“ Lt.

._.__...__- .-—_ _ -. . __—_—_

 

2.23

6.68

11.10
15.74
19.76
23.98
28.09
32.06
35.89

38.551,

1.17
1.11
1.00
.86
.71
.57
.45
.36

.28

 

5.81

49.43
122.68
204.96
277.65

329.61

358.12
365.91

356.72

6. 71 240 7. 20

2.82
2.52
1.92
1.03
-.17
-1.64
-3.40
-5.43
-7.72

122 336,39 -10.27

.19.

9.30
7.03
3.67
.91
.02
1.54
5.25
10.50
16.51
22.68
77.41

.05
.06
.07
.09
.12
.15
.18
.23
.27
1.33

1.88
1.89
1.88
1.89
1.88
1.89
1.88
1.89

1.88

1,89 3,22 .55
4.91

1.93
1.95
1.95
1.98
2.00
2.04
2.06
2.12
2.15

.351
.51
.51
.50
.50
.49
.49
.47
.46

 

86 table in #2 trial

 

 

 

 

 

Load. Z A, =4/6 New
Arch 1 80. 1.9043
A 2627# 604 3,231 3,231
2695# 604 3,299 6,530
c 2854# 620 3,474 10,004
0 3080# 632 3,712 13,716
E 3417# 664 4,081 17,787
r 3848# 692 4,540 22,337
51. 40195. 649 :41112. 9110§§_
J s... J JWLLMR) kaau
N0. . 1 1
3251x3.632= 11.73 #2 23.46: 1.107: 25.97: 2.52: 65.44
3231x2.368- 7.65
6530x2.104: 13.24 .
33.12 #3 66. 24:: .995: 65.91:: 1.92: 126. 54
6530x3.896= 25.44
10004: .474: __4.14
63.30 #4 126.60: .956-109.37x 1.03: 111.62
10,004x4.301= 1 ,9:
106.33 #5 212.66x .710=150.99x - .17- - 25.67
10004x1.225= 12.25
13716x2.994= 3
159.51 #6 319.02: .573-192.80x -1.64= -299.79
13716x3.016= 41.37
11797x1.096=
220.21 #7 440.42x .454=199.95x -3.4o= -679.83
17:797x3.974= 29,2Q
290.93 #8 581.86x .356=206.14x -5.43=-1124.78
17797x .940: 16.73
22,337x2.886=
372.12 #9 744.241: .277=206.1Ex -7.72=-1581.51
22,337x3.114= 69.56
27956:: .550=
456.56 #10 913.121: .215:196.323-10.27:-2016. 21
27056x1.765= 5
Homent at 504.31 1343.60 -5434.19
wringing These quantities have been divided
created by by 1,000

Vertical 1080.8.

no *M 3 100.09 3'!
2 x 6.712

=W - 33.006471I
2 x 77.41 r2 1: 4.91

no . 100.09 - 33.01 x 2.86 = 5,693 '4

o = .3169311.1112:_.. 2.07" or .1722~
33.01

504.31 - 33.006 x 14.665 '-' 20,280

7. - 33.006 x .7806 / 27.056 x .6247 - 42.66

a = 20196911331121_,. 5.705" or .4754 above .21..
42,66

5th. trial 50

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

3. I199 t - EEEf-'3 §?§§%‘-= 110572 y° g gzgg93-11.572
‘L " 0
dz? «mum-1.33)3 1... .20 T

:1: 12 L ' 1 1 z

.021’.696‘.023'S?191'T9311.199’17.31 14.45
2.06 .729 .027 .179 .98 1.1391609 14.16

2.14 .817‘.038 .195 .97 1.029 13.91 13.56 48 1.3333
2.26 .962'.057 .2211.13 .99 11.24 12.66 1.5521
2.42 1.191l.091 .2591.35 .74 9.51 11.47 {.154kdx—1.33)
2.62 1.499§.151 .3071.65 .60 6.0 9.9
2.961.950§.253 2732.07 .49 3.9 9.21
3.14 2.590;.419 .4572.62 .39 2.3 6.21
3.46 3.452%.691E .5643.335 .30 1.1 3.91
3.92 4.645%:088E .6974-25§ .23_ 1. 37

"7““ ‘ ' . _i...1.‘....;_-1_.__

31.1.1.23. Lyao-tj +_1AA1 A 2A -Ii‘

2.23 1.20 5.96 2.99 9.94 .11 1.55 1.66 .602

6.68 1.14 50.72 2.59 7.56 .11 1.55 1.66 .602
11.10 1.03 126.50 1.99 4.02 .12 1.55 1.67 .599
15.47 .99 212.63 1.09 1.06 .14 1.55 1.69 .591
19.79 .74 290.16 .10 .01 .17 1.55 1.72 .591
23.99 .60 347.44 -1.59 1.51 .20 1.55 1.75 .571
29.09 .49 391.00 -3.34 5.39 .24 1.55 1.79 .559
32.06 .39 393.66 -5.37 11.02 .29 1.55 1.93 .546
35.99 .30 396.34 -7.66 17.60 .33 1.55 1.99 .531
39.55 .24 367.59 -10. 21 24.50 .39 1.55 1.93 .517
’ ' M """"";,“ggz.'65”“ W 82-3.1.-- W“ 5. 697m

L..:

Load 3 1:92.; 3 30' 5

 

 

A 2527} so” 9929 2,929
2 8695'} 309} 9997 5,926
c 2954# 310# 3164 9,090
D 3090# 316# - 3396 12,496
E 3417# 332# 3749 , 16,235
F 3948# 346! 4194 20,429
_9. 40792 320# 4322. §£1§2§__—
“.1." MR 890. i “E“ HELLER)!

 

. -Nm.
2.93x 3.62: 10.61 #2 21.22x1.136= 24.11: 2.58: 62.19
2.93x 2.37= 6.94
5.93x 2.10: 12.52

30.02. #3 60.04x1.026= 61.60x 1.88: 121.87
5.83: 3.908 23.09 ‘
v.09: .4'7= 5.31

57.42 #4 114.84x .888=101.98: 1.09. 111.16
9.09x 4.30:

86.52 #5 $930041 0742:;‘43024x " 0‘0. “14.32

9.09: 1.23: 11.14

12.49! 2.98: £2.26
1.44.92 #6 289.841: 06043175006X‘ 1.58. “276. 60

12.4915.06= 37.66

16.2421609‘ 12.6}
200.21 #7 400.42! .48331936408-3.34 ‘ -645.10

16.2323.97= §$.52
264173 #9 529.46x .392:202.2sx -5.37--1086.1o

16.241: .948 15.26

20.43x2.89=

338.95 #9 677.90: .300=203.37x -7.66=-1557.81
20.43x3.11- 63.61
24.83x .55: 13.65

416.21 #10 932.42: .235=195,62x-10.Z1=-199z.2z
24. 83:1. 77- 5;, 92 1300. 63 5282. '75

460.03K#8M0ment at springing '

due to vertical loads.

23,

k _.
. .

.. 4 ‘V’EJ 0"

 

- -'-—-_ In: 1“ -
.—' A . t.
.. 3 . _ v . r
_ ‘ :‘wvv "L;
in .3 llama-'“fl—Lu‘

...__—_-— —‘
.‘ucn

A- - ”E's '

~
.—

 

 

 

....- -.._.-. .. _
Qflg‘

—“ -- — "2““- 1‘" ...
_ ’ 0.. _.' I’LL ‘

Mo "'%§3°gf3,3;--= 92.9994

- 5232.75
30: ---------------------- "

_ 29.915#
2 x 92.61 ,lz x 5.697

Mo = 92.99 — 29.91 x 2.92 = 5,640‘#

6 ' 2'
o 8' %%m = 2.26" or .1886'

me = 460.03 - 29.91 x 14.692 = 20,900 #

1". = 29.91 x .7806 ,1 24.829 x .6247 = 38.86
0 = W 6.45” or .537‘
38,860

24.

 

 

 

 

 

 

 

 

 

 

 

65h.tr191 Z 20/1 yo I v - t
t: - = - 11.5 =14.493-11.6
9' lab 1 I 6-82 : 2.5g
- , _. 3
.12 '1 I 81.". l 1...; IL
2.02 .69 .01 .17 .85 1.18 17.02 14. 46
2.06-? .73 ‘.01 .19 .90 1.12 15.91 14.16
2A=1.5/.2199
2.14 O 73 .02 02° .39. 00 «L001 .13. 64 $3.56
- 1.7199 3
2. 26 .96 .03 .22 1.15 ..87 10.99 12.56
015‘(dx-1.5)
2. 42 1.18 .05 .26 1.38 .72 8.29 11.47
2. 62 1.50 .10 .31 1. 71 .59 5. 85 9.99
2.86 1.95 .18 .37 2.14 .47 -3.84 8. 24
3.14 2. 58 .31 .46 2. '73 .37 2. 28 6. 21
3.46 3. 45 .53 .56 3.48 .29 1.12 3.91
3.82 4.65 .88 .70 4.46 .22 .31 1.37
... "6.62 79.16 '
l I i '
x 3 .1.. .12. :so-t :2 AA A ZA ' 1
: I I 1 + ‘ A
' . i
2.23 1.19 5.97 2.96 9.60 .09 1.72 1.90 .5556
6.68 1.12 49.87 2.56 7. 29 .09 1. 72 1.81 .5540
11.10 1.01 124.09 1.96 3.85 .10 1. 72 1.82 .5502
15.47 .87 207.86 1.06 .97 .12 1. 72 1.84 .5447
190 78 o 72 282. 61 -013 .01 .14 1. 72 1086 o 5375
23.98 059 337003 -1061 1951 017 10 72 1.89 05287
29.09 .47 367.75 -3.37 5.29 .21 1.72 1.93 .5196
32.06 .37 377.12 -5. 40 10. 68 .25 1.72 1.97 .5073
350 89 .29 369. 60 '7. 69 160 96 03° 1. 72 2.02 04948
39. 55 . 22 350. 54 -10. 23 23.47 .36 1. 72 2. 08 .4817
2,472.33 79. 64 5. 2732

......
.-,
l
6
v
D
i
a
t
v
r
1
o
o
I
O
C
o

—.

 

 

 

 

Load 2 Azgh x 3 New Summation
N9, 01d 1gg§2 6 '
A 2,627 453 3,090 3,090
5 2,695 453 3,149 6,229
0 2,954 465 3,319 9,547
n 3,090 474 3,554 13,101
E 3,417 499 3,915 17,016
P 3,949 519 4,367 21,393
G 4,079 490 4,559 25,942
- ML)! MR 14 .l M
M - M~ . L R
- L “[8604 .5 i1 Lyj(1 )’
3.08x3.63= 11.19‘5 #2 1' 22.37x1.12= 24.99x 12.55: 63.94
3.08x2.37= 7.29
6.23x2.10=_1§.1g_
31.59 #3 63.17x1.01= 63.58x 1.96- 124.34
6.23 x3.90= 24.26
9.551 047:
60.37 #4 120.75x .87=104.82x 1.06= 111.00
9.55x4.30=
101.43 #5 202.87x .72=146.61x -.13= -19.21
9.55x1.23= 11.70
13.10x2.98= 39.02
152.22 #6 304.45x .59=178.38x -1.61= -286.65
13.10x3.01=“39,51~
17.02x1.09=.1&.4&_
210.22 #7 490.43: .47=196.00x ~3.37:~-659.56
17.02x3.97= 61.62
277.94 #9 555.67x .37=203.99x -5.40='1099.91
21.38x2.89=
355.54 #9 711.09: .29=204.09x -7.69=-1569.99

21.39x3.11= 66.59
25.94x .55: 14.27
436.40 #10

25.94XI.77=4§S'¥3

872.80323223195.59x'10.233-2001.70

26,

1317.93

 

-5336.83

\_./

I!

£11.93. = 96.58 K'
2 x 6.823

2 X 79.64 2 x 5927

960580 - 31.426 x 2.893 3 5.665

5,665 3 12 = 2.16" : .18026'
31.426

482.185 - 31.426 x 14.673 a 21.071
*310426 X .7806 ¥ 250942 X .6247 = 40.737

21.92; 3 12 ; 6.21" = .517'
40.737

27.

~
I
‘ b
‘ -
h
A
‘ ll.” _
' N‘— ‘-
V

WW0: the 7" ML

 

Pun “ML" MR) '7' ‘ML‘HR’

-——-———-_

 

 

 

 

 

s . ‘; M121 -
6?. ML :5 .1_ 75M? )x A EM”_11)’ _.
, l I ,
2 3.38; 3.94 26.33‘ 10.28!
I , .
31 8.10' 8.55 94.94: 17.19.
4: 12.47 11.43 176.87 19. 69
. : o “O: M: 6.4812
5; 16.78 12.90* 255.10 -0.90 14-454
6 20.98 13.18 316.11 - 20.43
'0. _§1§1__,_ .4356
7 25.09. 12.64 355.01 - 41.84 5342
8 29.06 11.62_ 372.54 - 62.05 2 _
Eb ‘ 182 22 ' 1'14°6
9 32.89 10.36' 371.78 _ 79.05 '
_10J 6 5‘ 9 6 35 2 - 92 1 ‘
a 93.68. 2327.00, -256.25.
Secq
N211__l_119§fi_§1_§.1
I . I t
3 ' 2.104 2.22 24.65i 4.46.
4 6.47 g 5.93- 91.76? 6.58‘
3 I __§Q..IZ§. ;
5 510.76 5 8.28 163.74; -0.58IM°-14,454 4'20“
6 j 14.98 i 9.41 225.69; -l4.58}
: I :
l 9. 9 ’ 9.62 2 .19! -3 084' 7
7 f 1 0 ' 70 'i 1 !'0 a 5342 " .3135
8 ' 23.06 . 9. 22 295. 59 i ‘43.” .
I ' _ n
‘9 I .60 89 ' 8047: 303.95 E "64063 } HOB %§E%—: 1.0453
: ' | . '
19 i 30.55 ' 7.58 299.791, -77.091_

 

29.2% ' 60.73} 1675.36T

226.91

 

 

 

 

 

 

 

 

:2" Slap (ML 4512)!
- .L
V0 ' x2
22 = 5,342.26
Load at _Q__
866.
4- .474 .43 - 6.65 .48 i
_ E .1513}. -
5 4.775 3.67 72.57 .26 :Mo 14 454-- 2.4789
6 8.984 5.64 135.27 -8.74 E
1995.: -
9 17.060 6.82 218.65 436.42 i
33.925835" “813
l
10 25.559 5.92 249.35 .61.93 j
W
Load. at _D___
800.
6 2.984 1.87 44.85 -2.90 :9 35 _ 1.3248
M0“ 14.454 ‘
7 7.086 3.57 100.27 -11.82 .
. -_§§1.Q§_.
9 14.886 4.69 168.30 -35.78 120.88 -
Ho' 182.22 '663‘
10 18.5501, 4.60. 181.93 -46178
19015 637.05 “120088
Load at _n_
866.
7 1.086 ""385 """ 15.4% """ 31:52""I""" 1.-----
8 14.-W .5366
50 060 20 02 64. 7b “'10. 78
v gm 005685
9 8.886 2.80 100.48 -21.36 ° 5342
191. 12.550 3.11 123.00 ~31.65 Hoa—fggfgg4: .3599

 

head at _E_

.......................................... Q-

32.62

__2..§§_. -
M ' 14.454' ~175°

-6 94
. .Jfil—flfi‘
vo 53.2 - .01813

:-—§§LA§—E- 2
3° 182.22 '1 87

Sec.

9 2.886 .909
10 6.550 1.624

£1511.
Load at 9__
860.
10 .550 .136
.14

81:: d = .6247
009 d = .7806
Ts. V'Sin d5

‘50

-1 38 u 5415—" .00968

14.454

v =———§L§8—= .001007
° 5342

H0: 182. 22=-°°7573

 

 

1: \0cx0

 

2,150'
\

N6

 

 

I l. 54 3'
Lusa'

 

 

 

4
fl
4

 

 

 

 

3 A1. B1. 01. I ”1.. E1. 1 1'1. G1.
Mo ?’6.48- 4.20 2.48 1.32 .5817..17 .01
95 l 1.41 1.25 .98 .66 .36 .13 .01
v0: VR 9 .43 i .31 .21 .12 .06 f .02 .001
7,, . .56 = .69 .79 .88 ; .94 " .98 1.00

f

I
-2.95H01-4.14‘ -3. 67 -2. 88 -1. 96!nl.061~ .38 -.02

---—---—-:-------------------q ---C----~--‘ ‘-----d----------

11. 54°Hb 16.23 14.37 11.33. 7.66 4.15 1.49 .08
41.32°vo 18.00' 12.96 8.47 4.93. 2.35 .75 .04

-------—------q-----—--------- ...........................

40.71; 31.53 22.28 13.91 7.07 2.41 .13

no» ~38. 32 -32. 32 -26.32,§o;32‘:4.32J-8.91 -2.19
nfl‘lart)1 -0 78 . -4004 #6.“ “-7.22 -5. '1 “20 1'
u \R't) 4.71 5.62. 5. 33 4.05 2.39 .91 .05

-------------------------------------- q-—---d------

'35an ds 1.10: .97I .77] .52 .28 .10 .01

T.(left) 1. 45 1.40 1. 26 1. 07i .87 .71 .63
-------- q-----q-----...}..-----q-----d-----q-----d-—----
Hb-boa is 1.10 .97' .77 .52J .28 .10 .01
........ q--—-—q-------1-—--—-q----- -----q-----d------

i w
Txr't) 1.37‘ 1.17 .89 .59

 

 

Mo . 14;: Mo - 2.95 1: Ho
x, 16ft - no { 11.543-Ho/ 41.31570-65
no right = no { 11.54395- 41.315vo

 

 

Mon L L089, N9, 869151911 L; 1 mg.
1 2. 231 A 1 1. 227 2. 91 3
2 6. 682 B 2 1. 165 2. 61 9
3 11. 104 C 3 1. 855 2. 01 15
4 15.474 1) 4 .916 1.11 21
5 19. 775 E 5 . 769 -.07 27
6 23.984 1* 6 . 628 -1. 55 33
7 28.086 7 .504 -3. 31 30
8 32.060 8 .400 -5. 34
9 35. 886 ' 9 . 315 -'7. 63

10 39. 550 10 . 248 40.17

32.

M6x1292_L112_1060_Ehnnni_§nn_ugnsn1_
L Q Q d ; 11g U014. “In.

.......................................... value-"41.20“...
nomont x!) AL 3» AR B“ 5.7212 6865.44#‘
at ,
crown 1-) ch ”9 DL DR EL EK FL FR 91 03 «3.4812 4177.44#'
992924--—-----—-------—------------------—---------:-g--79-u
no {no 5.3032 8363:84#'
with
..... “no ‘ ‘02818 5.138046
Moment AL AR 31.: BR UK DR ER FR GR 240 68“ 28621.85#8
at
Springing v 05 ”1 Eu FL “1 25.7549 30905.88i‘
Thrust {9‘ 7.3162 8772.247'
with
-n. 4.5446 5453.52#'

Live Panel 1050 = 200# x 6' = 1200

Temperature stresses - for 40° 5106 and.40° Fall:

_§_x_109x140_x_1021_144
Ho = l 2 22 B -7586. 43
2
40° F911 40° 8190

Hg -7586 i 7586
“c 7580 x 2.95 = / 22379 -22379
T. 7580 x .7806 - - 5922 { 5922
Me 7580 x 11.54. = - 87565 {87565

 

1» a; n J’LQT I '
. Crown h n' 15 ABBUM‘Q"§‘= .10

P I.LQQ§_§§_K__. -
12x 24 “.0039-\. 00‘) actual- 24

Cromm‘rhru] 9' ‘.‘.“1 1:51 . .0.. ' _
J 8 Eh I :l0 1 o h J u ;p%r* sq.. p8r§ sq.”
----- .------ ------‘----- -----J-----,----4 4 --------J——-------

'11.... 28760 4380
{11 line 6;ngL .6865? 1 .
é E5124 #1245 3.84" .16 1 .995 296 i
Twp. ML ‘ :1 '

+ 27539 33624 14.65" .61 .121 482 414,500
i 1363928760 4390 '

' ax 3 line iglga -4177

 

 

i

 

_. 1: f

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

. . 33998 1 2034 -°7.6°°3 .003 117
A ‘ Tempf7586 -22379 140T T
I rise W76 0.40 .267 .116 332
115.15 522311211129"... 2.. § r' = 3:1.0039-2302 AL: 1.32-11001131 )
..... 4------4-l§.-__-fl§._.1-......-4-----_---_--_---------..----..-
Dead 37264 16900 7 : {
Max. ‘ 1
; line WW 4T
’l 1‘ 1 46036 146521 12.13 .253 .105 199 1
Temp. 5929197565
r109 51058 134068 30.97 .645 .095 613 . 15’200
D i37264 16900
Gad!
lino 5454[-30906 -
i42718 -14006 3.93 .082 .059 105
b ---------------------------- 4----4 -------- _ -------
Temp. 1-5922 -8'7565 ;
"'1’ ..
g 136 65 5 - 2 $4.993: 414 ; .1.

 

54-

-.111§1§___

' .095x576

_ 33.624

.121x576

= _203

 

.003x576

3 22.126

01161576

. 46,521 :

.105x2304

134,086
-________

.095x2304 '

14,006
______.__

.058x2304 '

a101,571 _
.093x2304'

f03-M—x—lg—fi— :-J!—————
12 x 24“» a x 576

_ 206%]: per sq."

482# P9? “q.” f g ’I x’ 22.5
~ a \432 x 15" 24 x.311, ? ‘)
i = 14,500 K

117# per sq."
332# per sq.”
192# per sq.” f

H
613* per BQ- f. =5¢3 x 15\_é§:§--- _ ¢
48 2.366 ’

t
105# per sq." $5.200

flit per sq."

29.

§1_9190___

 

 

 

 

 

 

 

1:090 at _A_
360. M M ; L M 1
no. ,& \.L)1 XML); g! x L) 1 A
2 3.39 4.11 27.46 10.86
3 8.10 8.92 99.05 18. 23 99 11
- , -
4 12.47 11.98 185.38 13.74 u°‘ 15.176 ' 6'53°7
0 0
6 20.98 13.93 334.10 -21.16 '0‘ 5670 = "357
-271 42
——_.!.__.a- a
8 29.06 12.38 396.90 -65.70 90-196.61 - 1.3805
9 32.89 11008 397062 "84.24.
9 2 -9 621
99.11 2470.20 -271.42'
head at L
5221__Ea=
3 2.10 2. 82 25. 76 4. 74
4 6.47 6. ”2 96. 25 7.13
2 u°.§212§__.= 4.2455
5 10. 78 8. 72 172.44 .. .37 15.176
6 l .9 9.95 2 .6 -1 .25
4 8 83 4 3 v0.1g23597 .3083
'7 19. 09 10. 21 286. 76 -33. 46
8 23.06 9.82 314.93 —52.11 -238.67__- .
H08 .196. 61 - 1. 2138
U 26. 89 '0 06 ”10 ~78 9680 86
'1 3 5 ' .

_36.

 

 

 

 

 

 

 

 

 

 

 

 

5" 51312 Load. at _§__
800. “1'1
4. .4’7 .46 7.12 .53
5 4.78 3.86 76.33 ._§§;1§__.=_2.5125
““0 15.176
6 8.98 5.97 143.18 -9007
' u- " 02 .
7 13.09 7.00 196.60 22.94 0: $.23; 1. .2059
8 17.06 7.27 233.08 -38.58 ’
9 20.99 7.04 252.64 -53.50 _:l§§;2§.- -
36‘ 196.61 “ '9663
2 5 6 5 25 o - 2
Load at D _
$201 ‘91..
6 2.98 1.98 47.49 -3001
no.-§9&5§— = 1.3462
7 7.06 3. '79 106. 45 -12.42 15.176
676.84 .
8 11.06 4.71 151000 -25000 v O=W‘ .1184
36: -__§—LE-—: -.6541
10 18. 55 4.93 194.98 u50.02 l 6 l
20. 43 6'76. 84 ~128. 60
Load at _E_
Sign—EL I -__9_0_.°_.7___._. .5377
7 1.09 058 16029 ‘1090 0. 150176
8 5.06 2.16 69.25 -11.46 . 334.94 : .0573
0 5670
9 8. 89 2. 99 107. 30 -22. 7"
4. Ho: -69.96 a: -.3558
2191. 131.24 :62129

6"‘§1§p

 

 

 

 

 

 

 

Load.9t 1E__
9.92. ”I:
9, 2.89 .97 34.81 -7.37 3‘0‘ l::::. .9
W15. Vo"%%%6fl'=
2111. 19919:. :EELQ__. Ho: -25.92 :
Load at L “0': .1463 _
529;_ My 15.176 ‘
- 0‘ 5670

19* ‘55 Li4§3_,_§.19_, -1.484 H0- v_—I%g$§§——a

Snailon __412 1 .__31_

1 3; 2.231 2.943 1.276

2 6.682 2.643 1.214

3 11.104 2.004 1.101

4 15.474 1.147 .960

5 19.775 -.043 .809

6 27.994 ~15519 .664

7 28.086 -3.277 .535

8 32.060 -5.307 .426

9 35.886 -7.600 .337

__1u1_ __39.550 210.146 .2ggL______

 

38L

'-'-' . 00102

K8

KL 1

 

 

 

N

H

loud

~ 2.18l

M6

 

 

jam

 

 

H 512'
14,418'

 

 

 

 

Y4

 

6" algb

_fl;n_1_JL.LL£LJLJLJI £111 -

(Live load!)

 

AL BL. 9L 11L Eh, 9h 9»

o 6.530 4.245 2.512 1.346 .597 .178 .009
HO 1. 380 1. 214 . 966 . 654 . 356 . 127 . 008
v0: 93 .436 .308 .206 .119 .057 .018 .001
vL .564 .691 .794 .880 .942 .981 .999
-2.98be -4.122 -3.619 ~2.880 -1.950 -1.061 -.380 -.023
T3551“; 56"": 8577'": 535'": 35Z"‘ZCZBS"ZI 51““:515
ii.’ éifif’iéiééfié.‘ 59.175357??? 5:35”"413653"I£'63""3655'
41.31va 18.001 12.737 8.507 4.933 2.367 .756 .041

40.424 30.957 22.143 13.809 7.061 2.400 .138
-55 -38.315 -32.315 -26.315 -2o.315 -14.315 -8.315 -2.315
n. (firt): 2.109 -1.358 -4.172 -6.506 -7.254 -5.915 -2.176
I. \r't) 4.422 5.483 5.130 3.943 2.326 .888 .056
H:COB #9 1.078 .968 .754 .510 .278 .099 .006
Vb.81n 46 .352 .432 .496 .550 .589 .613 .624
T, 196:5) 1.430 1.380 1.250 1.061 .867 .713 .630
Eb'UOB #6 1.078 .948 .754 .511 .278 .099 .006
vR~81n.da .272 .193 .129 .075 .036 .011 .001
1 \right) 1.350 1.140 .883 .585 .314' .111 .007
i;‘£'.;;‘: """""""""""""""""""""""""""""

For 108d.0n left half
:‘ (loft))- No 111.512803
3 \right = u 11.512304
T‘ B V-Sin dao/ H‘an #9
1/2 = 41.315

41.315vo - n'u
41.315vo

39.

------------

Thrust {no
» with

Ugh. LOL.
g g g d 1 n g values streaDOI
AL BL AR BR .[6.08461 7301. 52:93
\- -)

ficL cR nL DR Eb ER Fh ER 0L GR 3. '2972J 3956.64'#

5.1888 6226.56‘f

 

 

4.22224 5066.64‘f

AL BL AR BR 0R DR ER FR GR - 22.9991 27598.82‘#
0L DL EL FL GL 26.0231 31227.7244

I 7.1987 8638.44'#
. 4.5204 5424.48'}

 

 

O

---------------------------- “------- -----------

Live panel Load. :- 200# x 6': 1200

 

Pburing at 60°F. range from 20°F. to 100°F.
Tamperafiure stresses: . 6 6
For 40° 2611 =5-1*‘—:'-9-°‘—9-"~—41 i! 1:0: x 2 "fi-J-ML—lo
Ho 2
Ho - 7,033.33
-------1 .............. €9--Eall ...... :-_-393_§E!! ............
HO 1-) 7,033 (f) 7,033
no 7033 x 2.981 = \{)20,877 3 (-)20,877
TS 7033 x .7806: 4-) 5,467 g 1}) 5,467
9‘ 7033 x 11.512: (-)80,608 3 (/)80,608

.
—---------------------------------------------—-

40

52.81330... n= 45 9* .004 a... .0.. I :12

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

911m h 2‘ r°= 12x242x ..
tr 1 t '

_____ ThTUBt flt* ‘ . I. fa * f§#
..... 1------1E-§o---LE-!c--1-----3--§--4--f--g-!9::-i-lQ1:-_
Dead 26840 5450 ' i 1

line 6227 7302 J 1
Fax. 1. ——————— b ...... 4L .......... .1 ..... 1 ...... .1 ........
,l 11 33067 12752 4.62 .192 .104 213
------- 1~—--—--—1L--—-—-— ----nuns----noon-dr—C-D-u-I------—
Temp. ~7033 20877T
£811 + ------- L ------ 0
26034 33629 15.50 .646 .121 483 14,500
---—J ——————— d ........ w .................. q ---------------------
Dead 2 840 545
11 o 6 0
Max. n
-n 4--5067 ~3857
1b ------- >- ------ 1 ------------ cl ..... d ...... d -------
31907 -1493 .562 .023 .025 103
9 fl ——————— T ....... 0- ...... JL- ------------------------ d ...... u
: Temp.
: 9196 7033 -20877# 1
1 ------- {L---I---
! F 38940 J-22370 6.8 .288 .118J. 320
E ------------ h- -------------- JL ------ r----‘ uuuuuuuuuuuuuuuuu -
n = 15 _g,= g_ p= .002 f 2
n 48 °" 1211482 1: ..
“1"8‘01 t I o - u f r
----.4 ------- F—-E----L-_!--L4b ..... 5.---..4-1—---4L---S---4-1-—--2--
~ Dead 35070 20872
line
8638 27598
(lax. . ------------- 1 ------- --..-. ------ - ----- 1 -------
{x 43708 48471 13.3 .277 .107 "71
....... P-------TP--"---"------"""’-'1-"----"'-"--“ ------'-
Temp. 5467 80608
13180 ------ L- ------ 1.
------------ L-------r----’-JP--’--'P-----1------J------W-------
Dead
lino 35070 20872
Mtx.
-i 5425 -31288
J'- ---------------- L ------ L-----J ------ 4 ------ .1 .......
- ----- 40495 -10356+3.l .065 .050 90
d --------------- 4 ——————— 1 —————— 4 ------------ dr- ------------ '-
Tamp» -5467 -80608
£811
-- 35028 - 31:15 '6‘2d_,02‘f1 42a .11

 

 

 

 

 

fg—Jmfi _ "
° 576 x .104 2‘3#/°q°

: §§.§29 : 1'
f9 576 x .121 ‘83#/aq'
r =——l+i§L_—_= '

c 576 x .025 103#/BQo
W 0 R
f‘" 576 x .118 3°”#/°q'

3W '9
fc 2304 x .107 197#/‘q'
f =W—. 606#/ n

O 2304 x 0093- sq.

'M—r fl

_ f° 2304 x.05 ' 90*l'q‘
3M - '
f9 2304 x .094 ’ ‘2°*/'9°

f0::

3 14,500

§Q6 x 1§g §§.§

-1)
\ 48 x .3563=

41

417111211119...
. , 2
P' t x 25 xkhz - hf) = 122595.922- 21.9224= 10,1254

- 2 ' ‘ 2 92
x - = ' :
“hi/2111) 3114/ 2x21. 92) 544‘

 

Force
Force Arm Moment
W1 W2. . u- 7
2 x 17 X 120#cunfto“56,957# x 7.902‘48860
W2 W 150. 7’209 g 12.15: 87591
W 22.§ x $11——

3 2 x 150- 2,844 x 6.30- 17813
W4 22 2 6 x 150. 6,021 x 12.95: 77973
W5 W x 150:: 12,205 x 11.60%

35,237 x = 775027
X 2 9.093

.. ,4.
s =-—JL5999— 2’ W

1 O
i 12 x 2
7419 862

m
I

a: (D a) In a) (D
I
-q
01
to
o:
19‘
a»
0:
cc

II
CD
01
(D
\1

ROOM USE ON:

 

 

 

pk! I

 

 

. ..J. .2 4..
_ 4 4 .
.

.

{ -.lena. I]... . . . . . . .. . .. _ . ..
. . . . . . . . . .. . . . .l 4'. \

1.....«’I..A\..1|.. .. ....‘..'.44.H .a ....4 ....¢«\ 1..
.1..- . 4.-.......(...nu...$.?..n .. a. .. . _ , A . .. .. , . , . . . , . .
. ..(.; . .... . . . . . . . .. . .. . . I . . .5 . , 31.4 V
. . . ... . . . . . .. . . . .. . . . . . .,..
.. ml/‘.L.\l.¢.l . .. . . . . .. . ., .. , . . 4..v x}. 0.03...
. , 1.44.-.) 14.3.J.Iwa ‘3.... c . . _ .. .. .. . . . . .. . . . .... . . .\ 9 .‘rdu/a‘1444. .1
.I~\..r.‘ .. ... .1: . . . ... . . ..4 . .. . . .. .....
, . . . . . . .. .. . . .1. \‘ . ..
. . . .. . . 2 14.1: ..
0

... ‘4..-
.1
_. 9:49.;- 4

 

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TL \.\II
R “31111le
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R

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