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THE. DESEGN OF A TWO-STORY

BU¥LDING

Tincsls hr the Degree of B. S.
MICHIGAN STATE COLLEGE

Robert N‘ Rossc, 312
1944

Ill! .1. I’.E.11'.~ 1 f

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in

The Design of a Two-Story

Building

A Thesis Submitted to

The Faculty of
MICHIGAN STATE COLLEGE
of
AGRICULTURE AND APPLIED SCIENCE

b 1‘r

Robert N. Rcsso, Jr.
W

Candidate for the Degree of

Bachelor of Science

September 1944

Acknowledgments

I wish to thank all the members of the Civil
Engineering Staff for the aid they have given me in
the completion of this design problem. I also wish to
thank R. M. Caldwell, Lansing Building Inspector, and O.
J. Munson, Lansing Architect, for their assistance on
this problem. '

I have used several text books to obtain standards,
actual construction hints, and design methods. They are

as follows: Structural Theory by male Sutherland and

 

..

m. L. Bowman; Structural Design by Carlton T. Bishop;

 

Steel Construction ( A. I. S. C. ); Wood Trusses, a

 

National Lumber Ranufacturer's Association Publication;
Construction.Estimate§ and Costs by H. R. Pulver;
Reinforced Concrete Design by Hale Sutherland and Raymond

C. Reese; and The ACI_BuildingCode.

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Contents

Purpose of the Thesis

Roof Design

Floor Design

Store-front Design

Foundation Design

Lintel and Bearing Plate Designs
Specifications

Computations

Drawings

Purpose of the Thesis:

The purpose of this thesis is to design a two-story
building, with a sixty foot frontage and fifty-five foot
depth. The design is one that involves both an engineering
and economic viewpoint and may be regarded as an actual
problem that might face an individual with college training.

3

The building is b

(D

ing designed so that it may be used
for many purposes in a town of approximately five to ten
thousand population.

The first floor of this building may be used for such
purposes as: automobile sales and service, super food market,
farm equipment sales and service, or frozen food lockers.

It may also be grouped into two or three stores such as:
bakery, electrical appliances sales and repairs, auto parts
store, and real estate office.

The second floor may be rented or leased as one unit to
a lodge or similar organization; or it may be divided into
business offices and apartments.

With the above combinations in mind, some of the possible

floor plans are: ( Scale 1" equals 40' )

 

Auto Sales and Service
Seryjce Real Estate Office ( R. B. O. )

I
I First Floor

 

 

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Electrical Appliances
Auto Parts
Bakery

First Floor

Frozen Food Lockers
Real Estate Office ( R. E.
Bakery

First Floor

Apartment
Business Offices

Second Floor

Lodge Hall

Second Floor

0.)

The preceding sketches illustrate the type of building
to be constructed and also aids in the possible architectural
design of the building.

Following the sketch of the proposed building, the thesis
will continue with the discussion of the individual design

steos taken.

 

 

 

 

 

 

Proposed Building

( Scale 1" equals 12' )

Roof Design:

In the roof design, two assumrtions were made that will
have to be verified before actual construction of the build-
ing. One assumption was that the second floor was to be
rented as one unit not for living purposes. With this in
mind, the window specifications of the lOCality concerned
must be consulted if the second floor is going to be used for
apartnents. This night necessitate the building of a skylight
but it would not effect the truss design due to the fact that
the material of the skylight will weigh arrroximately the
same as the roofboards, rafters, and the surfacing of the
original design. The second assumption was that the camber
of the span would be negligible. This does not mean that it
is negligible but, due to the time allotted to the senior
nroblem,it will be inrossible to check the truss for camber.

Another assumption was made before the actual comruta-
tions were started, this being the assumed weight of the roof
and truss. The estinated value was fifty pounds per square
foot of roof area which was divided up as follows:

L. L. EO#/sq.' Snow load

D. L. 8#/sq.' Roofboards, rafters, surfacing
D. L. 7#/sq.' steel
D. L. 5#/sq. ' Plaster

Three different truss systems were designed: the first
consisted of two trusses placed at the third points of the
building front and running rernendicular to the front; the

second is composed of three trusses sixty feet long, but with

varying heights of three, four, and five feet wnich are
running parallel to the front of the building; the third
consists of three identical trusses running parallel to the
store fronts. Sketches of the designs are as follows:

( Scale 1" Equals 10! )

 

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First Design
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Second Desiqn

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After the three truss systems were completely designed,
it was decided that the third design was the one to be used
in the construction of the structure. Each design was given
due consideration and was analyzed as follows:

Truss design number one was running perpen-
dicular to the building front and, for the proper
design of the structure, it is ne essary to have the

russes rest on pilasters which would have to be built
at the front aid back of the building. This would

not permit a poSSible large door opening in the front

of the building which mi ht he necessary if floor
. ,. .1- .0 ,. .1. fl ,_._- . .' .‘
Spa e be rented ior an auto or iaim equipment sales-

I'OOD’lo

The second truss system was not used be-

cause it involved the construction of three dif-

ferent size trusses which would increase the truss

cost.

The third and final design was chosen be-

cause it ran parallel to the building front which

eliminates the pilasters from the front of the

building. This truss system also has three iden-

tical trusses which will give the cheapest material

cost.

The calculation sheet for this truss system will now
be discussed. hany of the numerical answers will not be re-
peated in this section of the thesis but complete details
appear in the computation section under Roof Design.

The length of the truss is sixty feet and it is divided
into ten panels of six feet each. With the assumed load and
the known panel lengths, a total load of 4050 pounds was ob-
tained for each panel.

With the panel load known, the truss was then analyzed
for the stress values of its members. The majority of the
stress values were obtained by the three main methods used
in design work-~the summation of moments about a point equals
zero, the summation of the horizontal forces equals zero, and
the summation of the vertical forces equals zero. The other
method used in the analysis was that of the free-body.

After obtaining the stresses in the members, he struct-

ural shapes were selected. Two angles were used for every

member, with the anmles placed back to back. The anales vere
selected for members in both tension and compression as
specified in "Steel Construction" with three-quarter-inch
rivets being assumed.

Next the gusset plates were sketched out. Half-inch
material was used for the plates and the details appear on
the drawing showing the complete roof design.

The roofboards and roof-rafters were then designed, the
rafters beind fourteen feet long due to the fact that the
trusses are spaced thirteen and one-half feet apart. No
length specification for the roofboards was given because
they are placed end to end-

The assumed weight was checked next. A one foot section
of the truss was taken directly through the center of the
truss to determine the weiqht of the steel to aid in checking
the assumed lord. As is shown in the computations, the actual
load is slightly larder than the assumed load. This is not
considered alarming, however, due to the high snow load con-
sidered for localities around the central and southern part

of the state.

Floor Design:

The second main design step in the designing of this
building was that of computing the second floor slab, its
supporting members, columns, its column footings, the first
floor slab, and the basement.

The first stens in the design of the second—floor were
that of arranaing a possible floor-beam and girder plan then
assuming a likely live and dead load for the floor. The next
step was that of making a floor entry for the stairs that would
prove serviceable for a number of occasions such as that of
accomodsting large crowds and clearance for the moving of
office furniture and supplies. (The stairs were resigned with
the standard seven-and-one-half inch riser with a nine inch
tread.)

After that was comhleted, a four inch floor slab design
was computed. The reinforcement steel running from the front
to the back of the building was then computed. (This included
both nositive and negative steel.) Since this steel was
running in one direction, it was necessary to use temperature
steel. Its calculations are also shown.in the computation
section.

With the second-floor Slab designed, the next step was
that of determining the structural sizes of the floor beams
and girders. The 12 WP was used throughout to give a uniform
thickness to the floor design of the second floor and a uni-
form first floor ceiling line. team connectors were also

designed to fasten floor beams and girders.

10

The columns supporting the second floor were then des-
igned. Their design coming almost directly from the A. I.

S. C. tables. The design of the column footings followed,
and their design was taken from the method described by
Sutherland and Reese. It involves the use of formulas which
they developed in their text; for future reference their
text should be consulted.

The first-floor slab was then designed by using a con-
centrated load spread over a six inch square. The proportion
of the floor over the basement was computed on a live and
dead load basis, however. Reinforced steel was placed in
just one direction except over the basement where temperature
and negative steel were used. The girder system supporting
the slab over the basement was designed similar to that sup-
porting the second-floor slab.

The basement slab was not designed due to the fact that
it will act as a wearing surface mainly. The five inch slab

will prove sufficient for the basement.

Store-front Design:
This design was submitted to enable a possible large

door Opening in the front of the building, if needed.

Foundation Design:

The foundation was designed with the walls considered
as being composed entirely of blocks. The second floor
also gives an additional weight to the wall; this was consid-
ered by assuming that half the floor beam span was reacting
down the wall, with the total floor weight being used.

The proportion of the building over the basement gives
a three-story arrangement; therefore, a sixteen—inch Wide
outer wall must be used for the basement. The rest of the
building was considered as a two-story building and only a
twelve-inch wall was used. This arrangement conforms with
the building specifications of Lansing, Michigan.

No steel was used in the foundation because of the
light wall loads.

The basement wall is composed of blocks, and the foun-
dation is of concrete as shown in the computation sketch.

The eight-inch block wall, used for the interior wall
of the basement, requires no foundation because there is no
wall load. However, the foundation design given for this
wall should be used to give security.

The five-inch basement-floor slab should be poured with

the foundation around the basement.

Lintel and Bearing Plate Design:

The problem of designing the lintels was a simple one,
and the designs are given in the computation section. The
lintels were made of either a channel or angle welded to a
plate one-quarter-inches thick and nine-inches wide.

The bearing plate design method used throughout is
that prescribed by the A. I. S. C.. The three-quarter-
inch plate was used in all cases, because this was the thin-
nest plate advisable to use from a practical standpoint.

The plates are to be set in poured concrete with anchor
bolts. The holes in the blocks supporting these plates
should be filled with concrete from the foundation on up.
The proportion of the structure resting on these plates will

be tack-welded in place.

Specifications:

The building is one of two-stories and was described
in the "Purpose of the Thesis". It was the purpose of the
thesis to design the building; such matters as detailing and
forming the bill of material were not undertaken, but may be
easily obtained by careful analysis of the computations.

The foundation is to be of poured concrete throughout.
The front wall is to be made with a brick face and an eight-
by-eight back-up block. The other three walls are to be
made of eight-by-twelve-by—sixteen standard block. The outer
basement wall is to be made sixteen-inches thick, with the
inner basement wall eight-inches thick.

All concrete is to have at least three thousand pounds
per square inch compressive unit stress in the extreme fiber
of concrete in flexure. Three-quarter-inch aggregate will be
the maximum allowed in the mix.

All the lumber used in the construction of this building
should have at least a twelve thousand pound per square inch
bending stress in the extreme fiber.

Steel used should be of the twenty thousand pound per
square inch category, except the reinforcement steel, which
is to be deformed bars with at least an eighteen thousand
pound per square inch value for tension.

The roof is to be made of roofboards, heavy felt--not
less than thirty pound felt--, two-ply felt is then to be
lain and mopped with asphalt pitch. Iext, special mesh is

to be laid with asphalt pitch and a cover of crushed slag or

one-quarter to five-Gishth-inCh well screened gravel. The

roof is to be flashed with sixteen ounce copper at the wall

J

bounda ies and the peak.

(‘

The stairs are to be of concrete with permanent steel
forms being used if possible.

Plastering is to be done on metal lath, tack-welded to
the steel. ( It is more than likely that small angles till
have to be added to give the proper support, but this will
be eft for the detailer to decide, however. )

Building tile is to be used in partitioning the walls
for the separate divisions--four-inch tile will be suit-
able, but this may vary.

All windows should be of three-foot sash width and may
be of wood or steel, but this should be decided upon by the
future owner before the building is detailed.

Four-foot doors are to be used in the building front,
but three—foot doors may be used in the interior.

Heatine plumbing, electrical wiring, basement drainage

and any other item that has not been discussed will be left

(D

up to the discr tion of the owner or contractor, which ever
the case may be.

The building specifications for the locality where the
building might be erected should be consulted before the com-

plete building arrangements are made.

Computations

ROOF DES/0N :

Three roof frusses FUND”)? parallel
+0 fhe Gal-ore front? ,

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vrry a - 21/2 x2 x 3/3: A: A=.77 Asa/av”

(/7000 -.485(%):) . f P fiasco “com

All 4: are used back To back WI #1 The
Two lanyesf legs Fae/n9 each afber , bof'h
For Men: ber- In Term/on and compressmn .

Far member: In Term/on;

3:; 743 Area Of Me A - 7/79 areQ
of The rlvcf holes.

II

Areq of 249 3’2X3 X 3’8 =- 4.60”
J’éx e x 74 ’= 3/2“
2V2xax~78 =e./o
2K2x2 x74 = 2/2

Reducf/on of area For- 7/8 ” '7ch hole.

fl

Mqierlql ‘H'ucKness of K4” =.2/9"
53/5” -=.323””

3-» £3 For- P- 58,500 ‘h

2,3,] =A= 2925

Since E.326'_+ 52/312) >312 0f ”

Use 24: 3% ye x3/a. A-4.é0”'
The“ Value .2l9"." I: Mu/f/p/Iecl by 2
because .2 A: are used.

*For P:- 48,7001“. 48700 _._, ._.._ p I
_ '_ (row A 2.43:
Since 2.436" (2/3)?) < 3J2 ”
u.“ -2 A JVZXGXV4 .4: 3.12"

 

 

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¥For P” 35,000 * 36'000 _ ,4:
. aoooo - = [75

Smce /.75+ .438 >2./2
Use 2& 2% Y2X3/a

#For P- 20,300 ‘* 20300 ,, - a"
r—om 4 W5

Smce /.0/5+ .438 < 2J2
Use 24' Z42 xix!“

 

 

 

 

 

 

 

 

BIN of mafer-Ia/ {‘01- 00c fruss‘ 3

 

 

 

 

 

 

 

 

Ld’kr. 2. t '3: cGoFA L: . f / 2 \3 _
mh' 3; ”rs-H97”, \. W ' ' >5;
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whit? R¢i 1t?! , . 5:“ I‘d“
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8 2 a’éxax’a L 2 242xam4: 4’5”
C IF3:‘*‘6‘2Y3X3$~ mm L2 * aVaan/4 6'3"
.0 2 252m): V4 ~ I 292mm: 5’0”
5 21m 292X2 x34“: ' Lina-m" *8x1g3w
#15:: as RQXEX’A; 1..
H5 #54 49,352 {a 4X 5‘?
H 7% ..... awe)!”
I 2 *éaaxaxgj/4,.

 

 

 

 

 

 

 

_._-___.. ___ . ,

 

 

 

 

 

 

 

.1. f .0!» I! ‘i
. . 4 ~
o J
‘1‘ I. .‘ U!
n 4
s

Rive 7‘3 and CuS‘Sef P/Qf'es for 15‘): Roof
Trucsee .‘

Usm? 3/4 I, rivets -" Shear ’5000 17” '
Bear/n9 3.3. 32000 ‘7' "
0.5140000 “/0 ”

[/6109 I/a ’1 9U35¢T I‘D/ares -—-- SII'ICG 7‘58
Sinai/987‘ A used are %4” 7‘5ch , five "/2 ”
thc/(ness W/// defermme H76 bear/n value,
which IS /3-/ Kip man/nun; /aod. [/41 .5.C.)

.__ ————-—-—-',' 4’3AZ/f 3/.2-2

l \ /3./
, 35.0 _ _
\350,‘ 152/ - 3 Rivers

T 20.25

—' 3 Flt/87‘s

 

 

= E? RIV f3
13/ C

20.25

.M/n/mum I'M/C7" Spacing C4.I.S.C.) Is 3
river diamefers t .m i

(75):?) =2.25' ' Use 235 l E *0 ft.
For end sS/Oac/nj use 2.0 I]
For q l/a " gusse'f' [awe and Q fem/on

Ioaa’ of 65.0 K rhe cross-secfzon area of
Me gamer. plate of flye NI I'll/Cf Should be-

p
32-— 35000__ , a”
,4 20000-34 1.75

SKefc/ues are drawn 7‘b Me scale .l’élo”

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350K

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

/3/ = 2 kirefxs ”Se 3 Fla/3&9
20.3 5’2 fill/:71? 3’02 =3 R/yefs

 

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27

 

 

 

 

 

 

 

 

553k . ‘ . 653K

 

 

4303K 403K

 

 

 

 

 

 

 

JaJK-fy ' 7‘ 3V1?” " [Y’SES'K
V. 26“ 7

DeMI/xs‘ 01‘ ”wee Sketches Iah RIB-Inf.

 

 

 

 

 

 

 

 

 

 

 

 

 

Rea-F r'a {fer-s and roof boards 8’

 

 

Rafter: 2
s: ?- 5 = g 5 a 23..-
Asfiwme J‘s I860 7" " fir- WOOJ .
L1 '8’; i 4/
30 ‘7 ’ LL. Show
N *‘ ”
E 38 /” ..8.3/” 0.1.. ram-rs
38 roof boards
. roofing

a :
M=%ZZS‘QSI;gX/3'5)= I300’£

a
' A5600 M3
/300 /a 9.1660 *5 = ———_ /.
f ) . 0 5 1200 a 30
we 2X8 X/4 ’ Wf: 3.3.9 “/1

Roof board}; 3

 

 

 

  

38.0 “3.39 ‘6‘46/ */0 ’

by!“ __ (34.6!)75fi 2 6.5 I,“ S= 5.;02)

 

 

Ma Iz "' 12 Izoo
. 3 d I Sa.065"?
It: .3 ‘5 c
d3 2 2
.055 =. .065 =20! d '.0325
d ’ a ‘ .4
E , - d 0/8

Use Ufa mafer'la/

’w

..

a
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r-O-g.

Weighr 0+“ roof bear-As bqsgd on 40
*/cu. Ff. ‘Far wood, (A.L\$C.)

4O 2
73"?“- X=3,33.*’/a’

Check on assumed wengi‘é‘ :

Cur Q Serf/on l’ Md: down #29
Cen‘fer of fin» frucs

Awning G P «feel to weigh
lo “/36 ca} !’

Rave 7‘: 3 4:. 6.7/00

 

 

 

 

i
a-3%xsx¢s
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72 ,

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//2'/ g i’Zo’ *
mm “‘13.: = as /n’
' Show 30.0 */9 ’
Steel 6.8
Roof 8.0
9454.9!" 600
a “717’

The check-.18 A8 “/0’ 11:91. 544* '18 MT

Com?! a’ered q/ q rrmn? 'due fo “the lily}:

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FLOOR DESIGNS 8

Second 70/00!" 0

 

 

 

Lire Load xoo it/l7"
Dead Load 6'0 ‘7 0‘ ’ 4 ” rem Forced
Slab
3 Wall Imc ’ f - ‘
GH‘dQI‘Q

0 F/oor- beam

 

 

 

Open/n9

+—/6

 

 

TM
4;

 

 

 

 

 

 

 

 

 

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F/oor' beam and gnu/er“ plan.

 

 

 

 

 

 

 

 

 

 

+‘
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wllllllulllll...

 

 

 

Sfmr's 2

Fir-37 ro second Flam~

 

 

 

7 72 ” riser / /fi- ”
9 H fread 7%
/ V
f ‘1 /T-z§' F—
l I /
5.3 x /
y / IE' 2.3 = A13 _ I
4/ 3 X X- /6.0
/ l
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/ A
, ' /0 __ X I
' l~+——/X5———>-‘ 72 -—/3—3 X:d/9;’

C/eorance 7.

Basemcn?‘ To First Floor:

 

 

// ‘ 3:, %= 5% X= //.4’
/
l~(—//.4’—+4 ,
X
5/626 desxgn ~ Second P/oor‘ 3
Use : n=' /2 FE = 3000 717'

{C =(3o7/c’ - /0$0 */ I’
x +3. #8000 */w
, i fl/n r/O’OO .V" "
Jd d
- o’ /500 4- /050
/ l l X ‘- W X’ ‘4’”
’5 * . .4/20’

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2 “" I l/
M= 6—21 = 1‘37?) = @002) = 2/50 #

c = (wear/2W2”) = 2590 d

(CK/d} =M
assoc/(seam!) =/2/50

223; Use 425' ”

Tofa/ necessary flaw/(hex 535,9- £017 615'”
Ca r - 2590c} = 25-90(25) :6480 **

Area of” Gfec/ a :43 =__.6480 = .360”
/8000

Area 01‘ . V2 i; = “20‘7”
Therefore 1188' 2 "' «Ed/ff. 7:0!- 6 sfecl

 

’43» ¢ @ 5 ”
Check for bond .' [/2/ Circumferehée =167/
A70 (4,5) _ 99 ,7” ,

’q :z° dd = £7A57/X86372,37
A <(05'YFE) (0513000) = x50 ‘7, ,,

Them-Forc' bond [6‘ $af/Jfac7‘ory.

Check foi- afiear .’

 

= __L = /50(4’5) __ ,t 0 1/
7r bj'd . fl2x863X35) ”2g /
7/- < .oaf’c I 603%??00) = 90 7! ”

TBercforc Shear IS saf/sfacfory.

S/nce 7‘6: Gfee/ IS rum-1m? #7 one dlrec7‘xorl

hamper-afar: €ree/ .. WI” 6e used 3’ 45= .002 ’4‘
”Sin? 3/8!” bar-J: .// =.ooa HIS/946m?) 9’8“ 93 /3,5 ”

 

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fg/n
+ * ' Lia/n9 rhe Game m/ues as
'd / T for + sfeel.
j I C= 2590o’ j’d '.863f/
x , ‘ /50(9) (/2)
600 ’1‘:- a -— s-
f 0 /4 M /0 /0
c
/4 600 = (25904)“,8630’)
(17:535‘35" d-Z.56 ’1
259003.56) _ ‘ a a
As ‘ xaooo ' ‘37

Use “2% @ 6” For negaf/VC sfce/
Leng‘Hq O‘F neyq‘hve Sfee/ I

From' H.[S.C.—/enyffi of neya‘hvc
Momen‘f' I: AFR/28 ‘Q .

/cnjf’h == /e.n9fh I767. Mom, 7‘ (301/600— die.)
13(9102) + 300%) -4e,3 H5. 6/.(5’ "

Use 572’ /en77‘/7, rm W/// a/xow
(5,. #19 /o’ spun at fhe sfa/r's.

ChecK on Me IO, span;

‘ I
M = fig}- 5/020”) -.-. 250 (/2) = A5000 "‘

 

II

(2590 d)(, 863d) =/5ooo d ‘= 6,70 d =25?

. 2590 (2.59) _ . ~

Therefore Me /0’ Span W/// "of cause
a chem e m flue s/ab dew n .

* Use 01'3” and 7"4” For cleft/GI design
of Me s/ab.

 

Floor beams and 91rders 3

l-<—3’—>-1 ‘ F/oor' beam 3
W 16547:" L.L, x00%’

I‘K F/oor- beam (Concref'e)0. L. 50
30 K (Io/asfer') 0.1.. 4;
(beam Sfee/JDL. IO

_—

+
L20 mm ’65% I i

.-= #‘L
157v 9065190) 29700 -3o/v

 

 

77:2 def/ecf/on of Floor beams Carry/n9
p/asfer' ceI/m 5‘ Shou/a’ be Inn/fed 7‘0 nof
More thn ’/360 OF The Span AFN-91% .

' 0/360 3(ao)(/2) =, 57 ’
From A.I.6‘.C‘. :

 

 

 

 

 

/2 W" 36 I def/ecf/on v.69"
ZO’Lony ,5 0 load=G//\’
30K _ X .— u ’
31K "6911 X—zé7 Therefore /Z_l4£15’6 may
be used.
Gu-der-s 2
I Floor beams
N (If From 4,123.0
l/ J U G/ro’er ,2 W: 65
54 ’ Lon?
30K

 

To check rbe d‘fee/ wavy/27* assumed!

F/oor beams (35120):- 720 H“
Giro/er {65)9) = 685’
1305- **

Surface area 1 9 X510 =/80"’

%= 725 *7” ’ Which cheeks.

Beam Connectors To be used Mrouglyouf-g

141.30. Me 'Hm d 8

 

3/4 " R/vei‘s Use 24? 4x4x*?43
Double Shear 7" 5%6 3.36%
H + fig,- 2 Daub/e Shear +445 NJOK
4 + T *

 

 

 

 

 

Shear = -/5.0K

.9.
5/
7/1.: :3' Enclosed bear/n7 on
‘9‘ rho web 60.01'

I

IZMF'JG ' += .305’
/2W-"65 += .390”

0.3; Leas (4 fire“) -
(4)7430) = 4.572 K

 

 

 

 

 

 

 

 

Web L03: ,5- __ /6 /P f .... use 2
Co/umrnss
(‘o/umn underneorh
I ‘4 T‘F/oor beam
. . ,fif GN‘O’er‘ From 41:5.C.
; :4 fl 8 VFJ/ d,
60
y K /£"y£ I (on?

 

 

’ Co/umn Base P/ares : A. I S, C. Moffioa’

WEE"

Bear/09 0n Concrere @3757?

‘1' 637513000) --- ”25' ‘7” ”
4

 

p= #25 “/v ”

F L.3 604’

.8 n u

b l" ' bye/=- a
L

 

 

T
.asd
L
f

 

 

 

 

A= -,-,-= 632:0 w:
Assume Bye =3” A-a/U”
P a keg/coo __: 740 7”,,
.80b= CéoYe) =64 ” n .— 3:254 = t3”

‘fz=./5pn ’ = .Lfi‘C75XA3)‘= .l9/ 0" f = ,438 ”

.950:- 695y8)=75 ” m... 3-7.6 ~ 7,,

C? _ .
fzz'lj'pml .7“ IS governed W ./5p)72.

SINCE n >07

Use a I" ,c/afe . 9X3 become a p/afe
Under- !” IS ”07‘ used ”7 ach/a/ pracf/ce for
a base 'p/Qfe. '

Colt/Inn foo‘fmj 3 Sufher/and f! Reese Mefhod

Fé =3000 ’70 " Use 74 = ,02 {6

fig -..-. IOJO "’7 U "

801/ pressure =2000 *‘/u ’ 600K Load

j = 7/5 - - .5 {0.4. Calm-m)

it I
1%, @000 /a 6.0 (Foo‘rm at.)

6 6.5K 75ml Load

 

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W " - -- " M;- ,
\ / 20000 33.250
\ / '
_____ / — TbereFor-c use 4
T\ /| 6X6 {def/r13.
I \ I {F .
I lam" H W"02é0°°)’507””
l \ .
I /~" \l j'Wa‘ K: “/L
/“—* ~- Q= 7.5” L=60’
/ ' \ .
' ~-’* = z 00
A» ~ $45!: 5047/; W
‘ . . ‘ 0:..055
' __L
I \ ‘
// [00’ (Mere/1 ouf of
l/ I '25, Scale.)
*4/304 L- 375’ .‘ ——T
A -_-_ _V3C*4Cf'+5£-§(/44c7
d a 6(/a(066)+46054)‘ 445‘3— ’25271‘46066y
2+4(06é) ~ ‘ ’

d-a a.esKZ'—‘ 77‘4” =2¢5f£73j=7

Acrao/ Ive/767‘ Io'o (6161/29=4 5750*
Ofber load: 50500

36 67250 if
nef’ 301/ proof/870 ‘t/F ’

_l‘ d: fixed as / ’ because .74’ would be ro
low a value, _

 

 

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Check on Shear- 8
(63-2175“) = 05.0- 7.55 = 28.45 a ’
28.45(/870) = 63200 ‘* = 1/

7": if 2 §3200_
C de 463.016 876172)

 

= 38.5 fi/dll .

Shear- Is a// r/yhf s/nce 38.5%”<60.0%”

Morgen? af fhe edye of“ cap:
a - [:1 (75)(2.625]/870)‘3L§§-§l .-. 4330/44
2».

Z c.
(2. 6251/0 70 )[ Gs“ )fia 5252/ = 2260 o
27430/2
M =-- 27430/x2 =329,000 ”4

Effecf/Ve 144de 5’
.75 +2.00 H.625 = 4.370“ ’

329 000

R (4 37510242) 4‘3 5‘

From Me fab/es m Sufber/ond 4' Reese’s

 

'rexr fo» rc’ «3000 “/0" R < 236 -— Hm
checks.
329000
Areq of \s‘fe / = ’
14 "-' “—1-"
5 7510' A46 2 4.37.7 A_ ,
Use 8-7296 @ 3” A of ’/2 = .254”

 

V
n == .0, H _ .75< 6, V=L7—-f,_*——€(/s7o)263

' 0 a
A! =- .06::’ 7% = .5762 [3000 =/6600¢
4 a /86 “'/‘7 " 0 = pe/r'lmefer- “2'625 ’ V

 

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n=— =42 r
(aoY/86Y7/8Y/2) ; 5 Ods
Smce 8 rock? were. used +he deszgn IS
a// righ‘f' For bond.
‘ The Sfee/ AS 7‘0 be Ia/o’ In bar‘h
dIr'CCT/OUS and A? re be 67¢" why.
Firsf- F/oor- concrcre S/Qb 3
I I
Basemenf'
L f ISXJ’O'
4—//’-—)- I
I

 

 

 

 

 

 

Firs?" f/oor- and

baé‘emem“ plan

 

.- -._._ .__- ——.—.M

_ fl..- - _.- —.

-— _-- .fi.

 

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I‘V"d

*_ ‘- fl-

Assume a concenrrofed /00d 0? 2500‘“;
on a sguare 6‘" on a Side.

P: = 3000 “/a” n- /2 ,
fc , /050 7a" 7;: 032‘;
{8 .~.— /8000 ‘7‘," :1 ~.- .863
Assume :
d- 6"” 7‘02‘4/ Mick/186‘: - ”6-6 ”

Per/mefer- around Me Sgt/ore =36”

v- _ __2f_=__ P=25001t
C " A ,4 =(per/mc1'erXf/7/ckflfss)

 

2500 _. a ,,
£73616) —-//,6 /,

This 'Va/ue Mei/cafe: a 30?: ran;

6
‘For- shear- smce five maxzmum Ié’s #7,”.

Check For Momen'f:

Assume a 6‘” 6/06 secf/on and bear-mg
pressure of EOOOfi/fi/ for SON.

 

L T“
2500 5
*0 V

 

 

 

 

 

 

 

 

 

.-‘ 0!. 9
(/5. V‘io i 39 .
”mm”

1000 ”V H.

250C):B /oad = 5000‘”/’ «For- 6”

II

he ’1 5000 ”7’

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

/
“'31” 52500 ‘2 ,
IOOO _ ’5
I??§“X?
~ as" *1
i
/000*‘- ;
+ i A2 / )
Shem. 0 52/ “0 -- 625%
,/000"* ”
525,... 625/42) = 7500 if
h I M: Cj'a’
M
B”. 0 (3:12?"
7500 1*
c: -——-— =/740
(863107
_ /740 __ p ’/
AS‘ @000 ‘ ‘037

A of 3/8 9‘ = .//D ” Z/qe 3/3 d @ 6 I,
The above cafes/9n W/// be poured
over proper/y graded 81/6 801/.

For five area over" five basement use we
follow")? dafa and COMPUfaf/OHS °

LL. K50 */0 ’ Use C33530/d) from
D. I... . 75' */ a ' Hue second Floor-
Tofa/ 225‘ "'7: ’ desxgn.‘

 

_» _--q

.0—’

«-
\

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o

I
.

-v‘
‘ \
‘J

 

 

 

Max 225(/0)z = 22500
I: /2 12’

Cj'd = (32500
(253021)”,86300 = 22500

M . (2257 =22500 ’9:

 

 

, 22500
= = /01/
223::~
d = 51/8 ” Use 3.5 ” 7‘=4.5"’
£590 015-) __ a ’I
A" " leooo “503
use Vaf‘bqrs A: .254” ’/2/@ 6"

W? beam; +0 be Used In Me baSemenf.‘
I
V’m‘fi fi LL. =/50 2/,“
, _ 1
W206 /a 47...; A50 00: 54, 1‘70 ,

( Sik 206 “/v’
E i '

. (/0 /5j/306) =30900 *-
L— /5"__.:t )[Use 3/ h’

A5151? IJZS'K

 

From A. I. S. C.

   
   

 

 

 

 

 

 

 

 

 

IO w=33 // [/Mjfl /o 146’ ‘73
'T‘p/ IOMJa‘l
L _ __ _ J colum n :
I C / M J | 4
JJ 0” h . /0 // 205 =227oo"
”350* ( I X )- -
(— 0 r” 2:700 =Reqc‘hon on column
Jxa W-‘J/ F? = #350 if-

 

a. ’/ '
. 5 0”? Co/umn 8W3/

Use Same 5/3: 0009 p/af'fs as before.

-A
\
\
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w“

46’

No nega‘hve sfeel WIN be 4/53 on five
Fir-ST F/Oor' sir/46 -- excepf Over fhe basebaent

Maya f/Ve “vol 5;

 

 

 

C: 2530 d {d = .863d
W‘ 2 z ,
M ’ ‘75- = 0/6000) =-- (3060 (/2) =24720 9“
de=M 24720 =dZ= //,/ 0/3334”
(2590% 863) Use d: 35,,
_ {2590)‘3,5) __ d 1/
A5 " /8000 ' 50/
Use 72/ @6” A-,25""
Lengflq 0F negqfwe sfee/ 3 A=§4Z

5 (III) + 30(60!’ did.) = P of 'Sfec/

é—fi-(IOXIz) 4' 30(@r'/_:§) =- 52” + x7 ”= 69 ”
I: J? 75 ’
TemPeI-afure steel 8
A3 a ,002 Ac Use 3/8 5’ bars 4= .//v”
./I = ,002 (4,5)(Spacln9) s: /2* "
Use 3/8 9" @ /2 ”

Bar/1 fh: femperqfqrc and neyaf/Ve .sfee/

were demgned "”79 'Same 05" Ma? used In rhe
second, floor- slab.‘

F0orm9 for basemewf Column 2'“

Assume a polss/ble /00d of 80K #0 mc/aa’e
even/Hung excep+ rhe fear/n9 0.1...

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{é 3 3000 «1/, [I 801/ =E’OOO ~7::1’

LL. 300k j‘ 7/8

AL! [’5- 164331117794 Woof/n? Wfi)
3/.6/1’

3/500 /

2000

 

=/5:75”’ 4’X4/2/6a

’1

Assume a d" va/ue or 5” or. .54

 

 

 

 

 

/ T 0-1. = f/é‘OY/6X7o') = /800 “/a’
/ A625" 30000 74'
'/ $ /6 L3/8oo
’ fi 7 ’ /.990 Vu’
“ I '75 Cth on shear 2
i I
\ 2.220" {41“75') = /6 ~3.05 =/2.94”

V 25 700

 

 

 

 

V '-'-'-' ---- a
L ‘ bj'd 452/)(875x6)
I \ ' ‘ I 1/
I ‘E" - :33?! 1/; = 58.3 “/p ” < 607,
I ' l
W .50’
.375’

Momenf 0+ five edge 0F cape,
«:1 (/.025Y,75)(/330)("5aa°) —.. @7510

 

am (/.;25)a(-§— Aést/sao) .. 5700 ’u.

M % (7670172) : 92000 ”d 76 75 ’ 1‘

Effec‘f/ve wxdfh g

a75+ l-OO '4‘ lo/ZO- t 8.875 I

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40"

92000 92000

 

 

’00 751/215? ‘ 24—0 = 742 < 23 6
~ __ 92000 __ o I
Area of steel ”(/5000l7/8X6) ._ .9750 ”72.875
.975 _ ,4,

”ER—T AS'/,34‘7‘/n 4.0’
Use 6-’/ @6”

Check on bond:

40+
= v. __(/330)( 7520.620] 7680
0400! =(2Y875I6 Isa) 1" /955

*M ruW

’7 ‘ 3.93 rods

Since 6 ‘ r064? were awed fh I:
(Vice/(8 saflsf’acfory . ' I

. The method used . lh design/n .v‘hl:
Foofln , w a s M 9 00m 0 method used earlier-
In fhe d any n . ' P f

 

STORE— FRONT DES/6N :

 

 

 

 

 

 

 

 

L\\\\Y \ \ \Fm

 

 

X\\\\\\ «(U

 

 

 

 

T:

3’
1L.
R
1—:
g
q,
L

(ah/hm: are 307‘ on q

9309” base p/afe --~ #7: base ,o/a re xs
36* m The foundaflon #7917 welded ‘Icon—
SW‘UCT/on IS used. The 7 Fauna/a r‘xoh IS

spread as S/Iown 0n Me ,or-mT Show/m?
T'he ' area needed 1'0 but/d 011/ /0’/n7 .

From KLL 51C, use 8 W24 for Co/Umns
Base -,o/afe /”Y3'i’9 u

46

 

FOUNDATION DESIGN 8

For five Foundal‘lon secf/ons nof around
The basemenf’ 2 ‘
Assume CI 4 I From" Ilne -

P/SX/Z X/é B/oc/f

 

 

 

 

 

 

 

 

 

7
j—T - Concrefe = /50 Van. £1.
5 8X/2X/6 = 65*
g /0’
. “Q l 734/8 // sfr/p
2 I
733 a +(-/.33 /Cu.fi, __ x X y I
j T afxalY/s) _ 65' 73 m
j , /7‘98 ,
5 IE B/ock = 73 VCMFfi
+ Q 4, ‘ Use 70" ’0707/. {3%,
A 4 fl
4+5] ’4‘} Poured concrefe
_L_ j ' ’
4Wk— Assqme IO of +69 second
floor"- .f'o be Inch/Jed In WC?”
Weight Jecond F/oor- 2/60'70 ’.
APPrOXImQ'ILe P =- (75Y27o33) + /0//65) f 45/450)
F: 2050 + #550 4-670" = 4370’ 1*
Assume bear/n3 pressure =2000d9/17 / SOIL
P 4 ,
s: 715‘ (0w: 23(7)“: = 0037’ use 325
—%;/.P acf-mj direct/IV Verf/ca/ on a /2 ”
2.20” '
+ (/0147) = “4:35- + = /. 0/ ”

I

+=05’ a w=2.25’

l

 

 

u.-

I
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l
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I
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A
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Q
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V
w
o

For Me secflon arcand 'f'he basemenf "'-
oufer )wall 8

SQme /oadlncj 0606/8 eql‘fl’) Q3 before ---

Assume w =5“; #:2’

 

 

- ---r F p=aoso + /550 $131921”)

 

 

amen + I
leK 4/67, a’ 9,2 I .+/a){37)//50)

L 0 LL ¢ £050

7’ '2' ' /650

Illa/I4 9/8

900

P: 55/8 it
'5675’ ‘ /
f I =.-—————::: ,
AC 061 W 2000 2759

7-:‘55/8 = LE”

00%)

[/50 w: 2.75’ ,5 %=/.0’ +0,-
pracf/ca/ reasonc.

/ I
USE W 3 loo and 7‘3 /.0 For- fhe
Foundqf‘lon zmo’er f‘he <9 X6 X/6 5/064” WQ//
which Farms fhe Inner- Wa/AS‘ .

Where ,o//asfer.5' are #7 f/ye W4 Us
H7: Foundaf/an 6W”? J‘ 01/ 7‘ qrauna’ If Wlfl)
fke some add/f/ona/j W/a’f/p ado/ed To /7‘.
(This ' (6‘ Show!) In Me , prm 1" Show/m? Me
areq needed f0 bw /o’ flu: build/n? , j

LIA/TEL and BEARING HATE DES/6N5 °

0

me'e/J‘ 8

/2’;’ Br/cK Masonry wa//
Common (Dr/0K == A80 ’7 CU. Ff,
s= 20000 ‘7’” For \S‘fee/ .

All //nfc/ dewyns W/// refer #0 H26
fol/owm3 6/(07‘0/7 3

 
   
 

5,-ch masonry

wavy/77* figured
Ins/0’9 0+” A
Only.

  

 

 

 

 

 

F= Open/n? m ,Wal/
L 3 fofq/ mfe/ ‘ /en 7‘47
X 2 fon/ Ive/961‘ 0 /eff A

 

For I: //’ 3
Lax/2’
_ _ 602), > J,

 

8 M
2/60K6) 525951020/2) = #3960 -4320

B.M '= 8640 I"

_ M =L540I/2) _ ”‘7
6‘ 20000 ' 6'2

” FPO"? 14.1.5.6. use 7 f 9.8 WIf/‘I a
’/4 X9, p/Qfe we/deo’ 70 7476' C .

Drop bo/fs 747/009 I; file p/a 7‘:
7'0 {sten #76 W/ndaw - sash .

 

For fla/o’ use Me some drucfw‘a/

Shape: as those used when I =// ’, Z. = //
for I = /0 I,

l

#or' 1:3, 2
L=4’
L,xA==—‘%Zl//20) :240 7*
é

 

5. 232%) 240(3,—) = 320 ’tt

3: 312.: 3200.2)
- 6 220000

Use 6: aa’daXEX/Kd 4 MM 0 Z/IXS”
p/aTe welded 7‘0 7/76 A.

,0
==./9a’

 

 

I’ll."

 

 

 

For .9 = 4’

' La 5’ .

L, =/'?= (2215) (/20) = 370.“

3M. '

(770135) — 375/37 = 525‘ ’tt
/ J

3=’€;'=‘ (BENT)(£3) = ‘3Z5M0

20000

Use 0 292x22 x ’/4 4 WIN, a k/CVS”
P/qfc welded 70 “the '4 . (3/42” A33 I0
m f/ac' Verf/ca/ p051 hon .)

:a’éfl/ey

flax/flan 01" A r/ve \S‘ame Far-
i=6”. and 3:4’ Ilnfeh

For- I'B/E’

 

 

z. =/3 ’
1., a]? = -—é—J—/\:6'$ (/30) = 2540 It“
2
BMW. ‘ /3
.. .. _ ~_. /
(27:0)?70) 2340/?) -— #000 e
- __ = //ooo x2 _ a
S 3 20000 K f6‘05

0:0 7 1." 72,20" mm //4 ”X 9 ” p/qfc .
Bear-“m3 P/afes g
#or llnfC/S 3

N0 acfua/ bear-In p/afe Is needed J bur
7%: //4 " p/afe w/I/ acr as SuchJ and five
lengfh 01“ 7/70] finfe/J‘ OVGr/ap five masonry 0
V2. ’ a? each end of fhe open/I73.

\l]

 

.\
r ..
.J J L . 0. .. -
. u . .. .
. _ I.-
. . . § \0
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w
‘ ‘ .x.
3 .. . 0
~ .\
0 y <
x . v 1. v
. . r. q
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.
n V .
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h .
x .
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., 0

To/rm The mamem /mfc/ reaCf/Or) OF
2540* and a bearm pressure for- a
masonry Wa// of 2950‘170 " we 90*:

p 20-40 _ ,,

32? A'250 ”0“?”

Same fire wal/J are /2 " Wide ~—--—- 0 I
.9177}; won/d prove a 450 f/Sf'acfor-y bear/n
area. Tbenef‘ore I70 bear/n9 p/q fe IJ‘
needed.

 

II

8 ea PM? [0/0 fes for fhe r’oo‘f~ frquS‘:
+4.1". 5. C. MCfAOd

Bear/n? Pressure =250%"

    

3” /e3 OF 392 XJXZ¢A

 

 

 

 

 

j \- $
7

Bear-m? p/afc Fh’u‘n"

I

->- 4 L-<—- Ac? ”—+— 20250 a

z :2 5/47
W

Assume C= /2 ” /25’=8/
L57" 3: 7”

nc‘f p=2/022/jo =24/‘79/” n'=§-/ =g-l-‘25’

+‘ = /5 p n 1/0 Jaw/[2 5f:- 22 60 #3476”

 

 

 

 

 

*0

‘l

Use 3/4 ” p/a fe because Hus IS the fhm-
nesf used In acf'ua/ prq cf/ce , We/ded
consfrucf/on A? Used (2/011 9 w/ 7% anabor bo/fs,

Bear/n9 p/af’Cd‘ For 'H‘IE’ F/oor~ beamsg

 

 

 

 

 

 

 

 

 

 

l5/I’
Floor- beam Ff flat/V736
0mg : E LIZ-:-
Fe C e-

- l5000 = a” \
A“ 250 60
Assume B: 8 ” c =- 9”

O l/

Der p = (/3125) -== 208 *7” ”=2? -/ =3
¢‘=(/5j7208)(3)2=.2a/ + = .53

Use 3/4“ ,O/af'e 83(3” 7- A/se we/ded
conSfrucf/on and anchor 00/7“? .

_..-.- ~—

 

 

 

 

 

 

 

 

1
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TY LIIIIRIARIES

illllfl
8581

49

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303

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MW

MICHIGAN STA!!! UNIVERI

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{{‘oo I'D. ,..r..!s.....l..l!tbvrl r OLDLIII

 

 

 

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