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Computation of the Strellec and Design
of the Logan Street Viaduct

Lansing, Michigan.

A Theeie Submitted to
The Faculty of
MICHIGAN STATE COLLEGE
of
AGRICULTURE AND APPLIED SCIENCE

by .
Collinl Erxihggnton
Candidate for the Degree of Bachelor
of

Science

June,1928.

WI}-

 

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Design of the Logan Street Viaduct

This viaduct which is to be built in the near future
consists of an arch section and a beam and girder section
three circular arches being used to cross the Grand River
and the Viaduct portion making a grade separation over the
Grand Trunk and uichigan Central Railroads. The total length
will be 1,180 feet and the cost will range from h50,000 to
a half million dollars making it one of the greatest projects
in this section of the country at the present time.

It is to be built of reinforced concrete or steel
encased in concrete.

Because of the nature of this thesis the material
consists mainly of computations and a complete set of
computations of the stresses in the North Arch arc given and
results from the other two arches while in the beam and girder
sections sample computations are given and results are shown.
In the design of abutments and piers the maximum stresses
producing maximum thrusts were used and the base was assumed‘
and a graphical solution was used.1n the piers because of the number
of times the computations were repeated the final results are
given. O

In order that the reader be more familiar with the
project and the prospectiwe design an architect's sketch is
shown drawn by R.F.Rey, City Structural Engineer of Lansing.

There will be a 39 foot roadway and a walk on the west
side of 7'9"and a curb on the east of 3’3“. It being necessary

t

to construct in this manner because of prcperty lines and

clearances. 1039341

The Oldsmobile Company on the last will have an under
pass and entrance onto the viaduct portion just below Isaac
Street.

The Grand Trunk Railroad Company will lower its siding
to the Clds. h' in orddr to facilitate clearance while the
Olds have complied by agreeing to lower their platforms.

The wearing surface of the roadway will be 3' brickor
a i inch sand cushion.

The abutments are of a semi-gravity type but reinforced
for expansion cracks. The oiers are of elastic type reinforced
as shown.

‘Carnegie I beams will be used in the Steel Spans of
which there are 3 at about M2 feet.

In designing the Arches the method of Unit Loading or
Influence line method was used and the outlins followed was
that given in Hool's Volume III of Reinforced Concrete
Construction. This being suitable for Open spandrel construction.

Reference books used are Hool's Reinforced Concrete
Construction-All three volumes, 0 Roukes Concrete Practice.
Ketchum'e Handbook Steel Construction, Spoffard's Theory of
Structures, and Boyd's Strength of Haterials.

An attempt was made to maintain all specification set
forth by the Joint Committee at their last meeting although
6505 concrete was assumed which is below and only 16,000#
steel stresses assumed.

For other specifications those issued by the Michigan
State Highway Department were used.

The Arch Section is composed of three arches. First
the South arch with a span of 61', the Central arch with a
span of 76', and the North arch with a span of 90‘.

The grade over the arches is 5;. In fact this is the
maximum grade on the structure.

The arches are circular segmental and reinforcing
steel is used in too and bottom with extra steel being used
at the branch and.soringing. .

I This viaduct is in a portion of the city where a bridge
of shapely contour is necessary being bounded on the South by
the beautiful Scores Park and Shady River Drive, and on the
North by a commercial district composed of the Oldsmobile
factories. So as an arch gives this desired effect it was
thought advisable to use it merging into the beam and girder

section where it crosses the railroad tracks.

The following sheets contain the
actual final computations in the design of
the

Logan Street Viaduct

()1

Loading

Loadings on the Structure consist of a 20 ton truck pulling
one 15 ton trailsr assuming the wheels at 12 feet apart and
distributing the load over k the road way, that is, assuming h
trucks side by side on the road way. At points, this load for
convenience was transformed into a uniform live load of 212 lbs.
per lineal foot.

The sidewalk was designed with a front and rear wheel load
of the truck resting on the sidewalk.

Impact was taken as 25% of the total load which is in

accordance with specification for a structure of this length.-

Computation of Stresses in the

soars ARCH

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Dead Loads - Arch Ring shown on Plate
Wt. of slab and beama(Computed) : 1080# /
let Col. -(wt. or)

(base) .
1.25 x 11 x 150 : 2060#

Wt. of 6.33' of slab and bean : 68k0§

Total 6,900#
Distributed over 3.5 arch ring : ggfifigfi per ft.
2nd Col.
1.25 x 7 x 150 : %%IO#
. 1 ‘E 3-5 : gillgf
3rd Col.
1.25 x n.25 x 150 = 800#
%%?%35: 2M0
4th Col.
1.25 x .25 x 150 28:3

6337—‘2'3-5 :1 laQZEi
5th (no Col.)
6.72' beam and girder : 7250 ;.3.5 : 2,029fi
6th (No 001.)
7.23' beam and girder ; 7,610 é-3.5 : g‘glgf

7th
3.25 x 125 x 150 - 610i
810 . 3 5 2 ”00*
8th 601. ' ' ' ““'
1.25 5 ;,go 1 150 t 1310 a 2500*
9th Col. '
1 2 x x 1 o 810 : 2,510#
10th co1.’ °

1 2 x1h.0 x 1 810 = 2980#

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South Arch
Loading:
Arch Ring Considering the weight concentrated at the
0010mn.pointe

001.1

2.55' x 6.6 x 150 equals 3,290 #
001.2

1.97 x5.85 1150 ' 1.730 9
00103

1.65 x 5.55 x 150 ' 1,370 f
001.“

1.37 x 5.55 x 150 . ” 1,130 #
001.5

1.27 x 5.55 x 150 ” 1,050 #

Total Dead Load:

001.1 5.160 #
001.2 3.550 #
001.3 3,090 #
001.“ 2,725 #
001.5 2,730 #

Dead f Live Load-

001.1 8,u20 #
001.2 7.030 #
001.3 6,570 #
001.“ 6,2h5 #

001.5 6,280 #

South Arch
Loadings Left Half
Dead Loads
Wt. of beam, girder, and slab : 10809 [110. foot
let. 001.(wt.0!)

wt. of 5' of B. and 0.: #00

Total 52
Distributed over 3.5' of Arch ring: LL§7choncen-
trated at
lat Col.

2nd 001.
1.36 x 2.9 x 150 : 590$

Wt. of 5.35' 2.93.82;£O

T 3.5 = 1820£

m

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1.36 x 1.20 x 150 : 2H5

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5 5 '3?5%5 ; 3.5 = 17205 0 001.3

nth 001.
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5th 001.
(N0 001.)
5.45- B.& Q, : 5390 L 3.5 : 1630# 3 001.5
Live Loads 92809 l110.f00t

(1) 5 x 2280 ; 3.5 : 3250g
(2) 5.35x2280 ; 3.5 : 3hso#
(3) 5.35:2250.; 3,5 :' 3ugog
(h) 5.35:2200 % 3,5 : 3uso5_

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Maximum Stresses

Due to Loading

Point No.1 Losding No.2 Loading
Upper Lower Upper Lower
Cr 131# 915% ~10} 509
Spa. 286 -39 -336 12a
1 216 76 -225 508
2 219 -1 39 285
3 313 -56 ~58 “15
h u93 -150 -78 #31
5 u59 -1h3 -110 nyu
6 u72 ~65 ~159 hat
7 “23 -S2 ~159 “96
8 M15 -60 -15u #53
9 230 9a -76 u76
10 1ho 190 -88 has

Central Arch 0! Viaduct
The stresses in this arch may he considered pcrporticnal to
the north Arch and to the South Arch using values for the
thickness of the ring in porporticn to the other two.
To show that this is feasible the arch relations will be
given
Span Lengths
South Arch 61 feet
Central Arch 76 feet
north Arch 90 feet

Diff. 15 feet
' 1% feet

Thickness of Arch Rings
South Arch Cr. 15 in. Spg. 2.5 ft.
Central Arch Cr. 17.5" Spg. 3.095 ft.
Horth Arch Cr. 20 in. Spg. 3.71 ft.
Ratio of Crown to Springing
South Arch 2.0
Central Arch 2.25
lorth Arch 2.5
All are the some type with porportional cclusn spacing and due
, to these facts it was assumed that the stresses would not exceed

the values in the other arches.

Arch Axis Spans

Large Arch
92.7'
Central Arch
78.15’
Small Arch
62.6'

Hexinum Thrusts
Large North Arch
57.9785
Central Arch
51,692#
South Arch
u5,uou#

Crown Thick
20'

17*"

15'

3-35'

2.73'

2.1‘

€5'

Thickness Q Spg.
3.71“

3.11'

2.5'

L_with vertical

no degrees
#3 degrees

' “6 degrees

Design of South Pier

Division for Constant g
I

D

..-
1‘

L‘to make §_conetsnt

2-
3o

3.u
3.9
h.“
5.1
6.3
8.0

O‘NO‘Ulk-‘U-INH

60h

Summation x3
I YR
" KRYR
.. ,3
s yfi

Summation XL
I 1L

' XLYL

. XE

, 2

Y1.

Summation YP

e 1%

Design of South Pier

. 97h.6
§ 301.1
a 11738
g ”6229
3 ”170

g 72h.6
= 209.1
g 6165

3279325
= 2216

2373

Summation MR
' MRXR

Summation EL
' HLXL

MLYL

3,1“6,180
1,361,870,000
26u,5eo,000

1.087.530
366,360,000
67,811,000

OP: 6.0". “P g S

pi. ,I". I rs I

.monaaum «meow no nonaoe opp Hp copHou one: osoHudnoo omega

smo.o:m.m - H>mmm.m * HmHHmH a Ha:.Hm u Hum -Hmvw.mHm * Am: a H:V~.nm: Amy
ooo.mm~.mHm . stam.mm * Hxsmmom a HsHHmH u “mm . Hmvmnm.:H * Hm; - szm.mHm “my
Hem.mom.wH a N>Hm6.m * memowH a msH.mo u :mo.o:m.m s Hemmm.m * HmHHmH u H==.Hm “so
0 u ooo.o~w.HmnH u mpmmmm: * NmmMH.HH . m:m.:~m Amy

0 u ooo.OQH.mmm . Hpmmn.- * HmmmHm o Ham.zm~ Hm.

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anoaadsam saoecsaansum Nam

uoHa mason no amduoa

Design of South Pier

Values of Unknowns by Means of Least Squares

5'550'9 1:2 .-. ammo?
3'9OO” H2 : 21,500fi
12u0# V2 : 20,370

:EESO : H.5' x0 . 6h uoo- 3.15'
25.375

Design of South Pier

p a 000 (1 - ,100(1 1.1 )
iii-g— £..:.u.x6) - 5 t 3

P = 11,000# per sq.ft. compression on Left
P': 660# Tension on Right

Steel in Stem wall
I : 17,u00 x 31 112 = 5,352,800 in.lbs.
d : 7' : 8h” - 3" for covering“: 81' to steel

p : .0077

be2 : 6 2 800 : 59,000

1202 :59,000 a? : u,920
d : 70'

A3 :pbd

.0077 x 12 x 70 = 6.“ sq.in. steel

Design of North Pier

Division for Constant S

Div. L to make 8 constant
1 it I
2 h
3 M
it it
5 14
6 U.
7 u
g .__l_§__ : .123
I 32.6

Sumnt 103 XR

s YR
P ' XRYR
s XE
s 7%

I YL

' XLYL

. XE

. YE
Sunnltion 1P
2

I YP

Design

1057
396
18173
57ous

7152

9711.6
301.1
11,735
06,229
u,17o

98
1821

of North Pier

Summation MR : u,35o,eoo cR :3.7
W

quR 2,01u,593,000
MRYR : 559,9h6,000

Summation ML : 1,706,110 0L =6.01
- sLxL :6eo,935,000
. HHYR :132,290,000

CP :.123

I~

Mn '11

K“

”L :11

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Hooo.omm.mmH a prmH.HH * HmoeH: . HsHoano.m n HmmHme c HmHme* mama . Hawmvan. Amy
Hoom.omm.= c N>HmoH * “mean u msHHV~.mu u OHH.m0H.H . HpmHm * HmHom u H: HHVHo.m “an
o n ooo.nmm.:Ho.m u m>mno.Hm x mmnHH.mH u m: smoH any.
0 u ooo.mmm.owm . H>mmm.m=* HmmnH.HH . H: mHm Amy
Hooo.msm.mmma manH.mH* mammHHo mamman.mc u Hooo.omm.NMHs HpmnsHH* Hm 0HH31H: .Hoano.m AH.

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Design of North Pier

Values of Unknowns

v1 : 11.2oo# v2 : 33,200#
X. z 101 ft. X2 : 2019 ft.

1 to left to left

 

7.5"

North Pier
0.0. of Section
28 x 7 x 150 : 29,6005
12 x %_x 150 : 1,800#
19 x 5 x 150 : 1h,250§
2 #00 12 1800 x 6 h 2 Z 11'

P I 100,143: 11575 (1 £6 )
: 3120(1 t 1.76)
. 8,600# per sq. ft.
92 : -2,350#
At Ease of Stem Wall
p : h8,200(1 t 6 x u 8)

—_§—L—

pl : 153# per sq. in. compression

v 3 12000 g g z 5619‘
x 2: x .

A. :square root of #8200 x “.8 x 12. .0077 x 12 : 1.25 sq.in.
12.1
Use if ¢ 2 12' and fife between for

 

 

A. moment varies as cube of diet. below tap
0 lM' the reinforcement necessary : i that at

the base. So carry for 1h' up.

M
if

Viaduct Section

lhis viaduct section consists of beams and girders of reinforced
concrete with the exception of 3 steel spans over the Grand Trunk
Railway.

The lengths of these spans and the angle of the bents
with the roadway are shown on the layout diagram.

Sample computations are given and the other beams have
been worked out in a similar manner, so it is unnecessary to
show all of the computations.

These computations have been checked twice so they are
assumed to be the correct results. .

The depth of the flirders are limited because of clearance

over the Grand Trunk tracks as shown.

Slab Design
d : 5% in.

d z 7 in.

Use ;” sq.bars U" c.

This design governs all parts as all other scans
are shorter, and in order to keep a uniform slab

6% inches will be used.

7’7

 

Span 37'-O" (for intermediate spans)

D.L. Club : 7 x 150 : 10503
beam :2.2lx2x150: 663

- IX 1 150 : l
3% 17307
L.L. :3; of h Trucks : .737 Of One Truck
.737 x 28.030 x§,: 25.0003
.737 x 20,000 x3,: 18,0003
l Truck ; (30.53015.5f12,500xl2).6 3 273.0000
"2 : 1703 x 3'72 :

 

u D.L. :
Shear
0.L. . 23,000? b a 6'
V O 7 .1306 ‘UBO d3 : 29'
U :

h l 0 3 1213 ---Use stirrups
2 x x

A3 = M : 1 000 = 15.5 BQsine
a8 [33 -I E) ' - ' ) II
2' Use 12-lésq.b1= 15.18 sq.in.
x : .36 1 : .392 p ; .00622
to : 000 : 15.650fi 5,: .293
. x. 9212 d
to : 6 O z 5665

Investipation at Support

' u : . = -

-23
K : .h28 3 = .855

12 bars in Top at Support

12 bars in Bottom at Support

1
.9: .

t...,

.. ‘Ltlr.

..l ‘11:...1’.‘

«q

 

“I

x. .

 

 

 

Span 37'-O"

Stirrups
Use 1%" p - .392

Concrete will stand Vo : wbjd w quzhx675x29 : 2h,h00

f
8p. at support sjhnfgjg

W. V
i u 6" : 6e32'
,’ §&.¥§é ’ 35.5%8

7'
tax stirrup spacing s .350 s 13.1"

S e 7' : ' 6 00 : 9.h"
, s X "’

s e 101f: 3§a.000 : 12.1-
/ ’4 I. t .

Mar bent up bar spacing

“a 5 aa : 25.h'

Spa 9 7' {fr13'
9" for53’
13' to beater

bf:

do :

D.L.

37' Span Outside

10% 37' ; an"
h6'
Iltb : n.75 x .75 x 150 : 535fl
rs%x&x1502 19
been 2 2 x 3.533 x 150 81150
1 x 2.12 r 150 : 318
slab : 1.25 x 1.25 x 150: 23k
rail s

R1 . 21.250fl .
a Truck : (21.250 x 6 5.78.750 x 12).8 : 195.000 ft.1bs.

a 0.0. s w a? z 2896 3 :12 3eu,000 ft.lbs.

uu11. a 6 z 108 5 31? - 32,000 ft.lbs

Walk lOOfi/fto - 673.666 iEeIBCe
""6¥§E37000~fi

R1: 17500¥12500x§§f12500
x g, :: 29,2009

R1 : 29.200g
DeLe : 2806 X 17 2 “2.100
VD.L. : 76.900#

 

T-beam - Outside 37' - Span
Investigation at the Center
A, - u - 6 RS 000 - 12. 00 sq.in.

" 7:11:55)“ WV
Use 12 - 1- ¥ :12 sq.in.
§3k§=‘255 pzfi: W5 .0065

Di 6
agram K : .360

to : .36 x “2 2 15.1“

f : I : S.QH§!%QQ : l 005
a I s33 1 x . x 2 5’5
fc : 7f: :1;5?02 x ’35: 580#

Concrete takes VO 3 wood : ho x 2% 1.88 r #2 : 35,500

stirrups ' ‘

S 0 support : Agfgfid : h x 6000: 88 u : 11.2“ or 12”
V

Max. stirrup spacing: .b5d : .hS x “2 : 18.9“

Max. bent up bar spacin : h z u an : 35' any 36"
8 $5 5 IO 35

: h 6000 88 u z 20"
m. p - x

3' from sUpport. Spa 5 18'

 

T-beam Outside
Investigation at Supports
Sending Six Bars

3'. = 11%": .095 p’ : p = 63:23.55: .01100

Diagram 8 K : .365 J : .886

r: -6 11800-1 ’03:
9 :fi-‘fitfiefiv‘ 5”"-
f 3 K g 60 60017
c 'H%f:?) 1515?T:¥§6%§5':

6 bars may be bent up from each side
Lap bars 5 intermediate supports so as to
provide 12 sq.in. Top
12 sq.in. Bottom

 

 

   

 

an; tits V .K. ‘ u , a t . ., . .IHW. ..
,. \ipinlln vinoJ.‘ , t .f... t . ,. - fl , ‘ .
\ I . ¢ , I u L . . ‘ ‘.‘I f s 01* “PM Jan“. It.“ Lit. .
y 1 . ,. 5.. 1 . 7;...krwtwfip. 2,511.3? .3,
/ 1 t 1‘ ...NO 3 .I;A? 1| . bl , . . .V v . . ... a. . w .- (Itun Ill . .A‘l' ‘3”: ‘11
‘ x x ‘ 1 . _ . ‘ x ._ «Pb, . 4.41. :73 rylg.“
‘ j \ I { 1

\-

 

T-beam Outside
37' - Span Negative Moment at the end

I,: w 12 for dead load on fully restrained section.

u truck : (21,250 x 6% f 8750 x 12).5 = 121,500 ft.1bs.

‘ID L = w 12 : 2806 x 322 : 240 000 ft.1bs.
' ' 15 1 351,555 ?t.1bs.
13385r¢5:37 “"‘ET336}000"#
Bend up 81" - sq.br. : 8 sq.in;
g} = n z .095 p' = s p = A = s = .0079
d I? 12 b5' EEEEa 3
Diagram 8

f8 = “lghOIOOO = 14,650#
x x 2

£0 = 14,650 x .gal : 625#
15 1-. 1

r; = 1n 6 0 . 1-.0 = 7,100#

 

T-beam '
Span 37' - O" Negative u @ End Supports

it . fig for dead load

'L.L. q35_b0f 4 Trucks 3 .737 of 1 Truck
.737 x 28000 x g: 25.00%
.737 x 20000 x 3,: 13,000#

um“ . (30,500 x 65 {12500 x 12).5 - 12h,000 2mm.
2
D'L' 1%15 313,505 1%.Tbs.
000x12 : 9. 660g. in. necessary
'rr-m We

Bending up 8 bars 3 10.12 sq. in.
. if 12 bars are used in
Investigation over the support bottom.

'- h :- .138 p' ...}Ma 13‘ . £0.12 ... .01n5
g :9. . D I 153%: .0218
X

Fro- diagrams

x . .h61 J : .sue
15.12:.gfigng
.10 g l 00x #61 3 870# -—--Is allowed because of extra
fail—.5515 . . concrete in knee.

1;: ;5.300§§u6;-,;381 : 6mm!

 

9.27.,“

0..-.rixuflawiauikrngvflaf-.}i I Fizi- . . . .. x s ’1 -.. .. Infiflulfihim‘

.5.) “I VO’JI. 9 ,jfl \ v r. P

 

Tabulation of Beams according to Span Lenathe
Reinforced Concrete T-Beams
Inside - The interior beams
s.uv Span - Over Arch;
- a Cl C-
bf _ 25 d0 - 18," de - 16"
Use u 1" p bars -
Stirrups - Sp. 6“ uniformly

20' Span
bf = 5' - 0' d8 = 20” (1C = 2“"

Use 10 l”sq.bars
Stirrups - 6' progressing to 11"

22' Sean
bf . 5' - 0" d8 3 21' dc : 25'

Use 10 l"sq.bars
Stirrupe — 6' - 11" at center

29' Span
bf . 6'-O" d8 2 23” (1c 3 27“

Use 12 l"sq.bare
Stirrups - 6' - 10"

31' Span . u
I
bf : 6 -0" d8 3 2h do = 28
Use 12 1 %f sq.bars
Stirrups - 6" - 10”
3h' Span -
bf . 6'-0' d8 = 27' do 3 31'

Use 12 1 %f sq.bars
Stirrups - 7' - 13' at center

37' Span - See Sample Computations

Outside Spans - Sidewalk Side

s.u' Span

20'

22'

29'

31'

3m

37'

dc : 32” d8 = 29"
Use h a} round bars in Top and Bottom
Stirrup - 13'

Span
do a 37" d3 = 33'

Use 6 l”sq.bars

Stirrup - 15" uniformly

Span
do . 38” d8 = 31*“

Use 6 l”sq.bara
.Stirrup - 15' uniformly

Span
do 3 #0" d8 = 36"

Use 10 l'sq.bars
Stirrup - 13.9” to 16” at Center

Span
do : #1“ do : 37"

Use 12 1”sq.bars
Stirrup - 12“ - 16'

Span
dc : #5" dB g #1”

Use 12 1'sq.bars
Stirrup - 12“ - 18'

Span.- See Sample Computations

(PE: Lively)?! . z . ; , r . .- .

  

A

..- M114. wan... r therapiehnxhu. 6.11,.

 

Curb Spans T-Beam

20' Span
b, : 2n» do :37" d, . 3kg"
Use h l” sq.bare
Stirrups flax. Sp. 15.5"

22' Span
,b1. 3 26' do : 35" d8 3 35.5"
Use 6 1' round bars
Stirrup Max. 16'

29' Span

do = "'0‘ d3 = 37.5.
Use 7 1' sq.bare
Stirrups 16fI Sp.

31' Span
do 3 ’41” dB : 38.5“

Use 10 1' round bars
Stirrup Sp. 17.3"
37' Span - See Sample Computations

. vI‘L on. I I... I.L‘Nssurlahiw‘r‘.zrln.nrth.i 1.: .o . at. . M Jufibfifif. ‘25....

,..A. »~ u » 2.3%....‘0 3.2K V . ._ 115.1 ... . . .. ...; chInUriia‘r.

 

 

 

“0' Steel Span Outside

D.L. slab. ”.75 x .75 x 150 : 53“?
beam : 2 x 3.92 x 150 31175
7. 19
I-beam - 160

rail 3

. 2 2
“D.L. : v : 2H 8 x ”0 : “88,000 ft.1ba.
+2—17—

lull. 600 1 H6’ : 120.000 ft.1bs.
#0

H : P1 2 IZHSOO x I E;. 00 ft.1bs.

L'L' E , t. be.

Use Carnegie 0.8. 272 27' l60# Beam

u : 675,150 ft.lbs.
flax Shear at end section : 208,570#
Allow. Uni. Load Fired Free
135.000# 95.0009
(2u3s 7 600)h0 : 121,000 --Fix ends
TOp Flange stayed laterally at intervals of
about 15' or 17', if at all.

 

“0' Steel Span Outside

Use Carnegie C.B. ZUM 2h"
3 : 500,u00'#
Shear End R ; 159,180fi

Allow Uni. L: Fixed
100,000”

Shear

D.L. slab : 600”
beam(c).h88#
I beam - 1‘0

12133

L.L. : 90% of wheel loading
215.7505 & 11,250”

MD L.: 12- 121siE03; 2hh,000'#

M :19 12518f7875x12;EM15OO'5
truck . u total 1, i

Section Modulus
S : #215300xl2 : 328
l O

130# S : 3}"

Free
70,000#

31 :1575071125012 11250x&g

28,100#

0.1.. :1218x2 iamgso
V 8 3

Suggest 2’4" 0.8. e 120!)l Providing 301.9

 

 

 

Steel Spans
40' Span Outside
Use Carnegie 0.8. 272 27" 16Cfi
MO' Span Inside

C.B. 25h 2h" 130g

“2' Span Outside

0.5. 272 27" 175%
h2' Span Inside

C.B. 2M” 2M" 1303

an: Span Outside

0.3. 272 27“ S 190#
uh' Span Inside

0.3. sun 2h" 2 1u0#

 

 

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