THE DESIGN OF A
COLLEGE DDRMITOBY FOR MEN
THESIS FOR THE DEGREE OF M. S.

W. A. Bowmastcr
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Th“ Jpéeisity of a fit m¢g s QDrnitfiry at Lhu
Licnigaa itate 39119;: is beeogig; JOPG ii; gore pr ?ilfl:

a: the enrollu~gt iJfirjfiig€ 1A“ the ,Lyinsion 3f the
Engine;riu Zlvieion r‘viira: the $318; new 090;,igg by the
01.11:; bilildirfi.’ Of Lilli) 1131;31‘Vfir- ".".:11"' 3311.

T‘crg student who ha? lchl in walls ?all has fnlt
more or less dissatisfisl mith thr buildinr as a r3%ldenon
for students, and in th; zany critical discu along that have
occurred on +he subject, tke stuaents' ideals of dorgitory
arrangement, construétiou and 3.3agement have ;ecm sat Torth.

It is t“e DiTpOSJ of this thesis to atu’; Sick
id;:l: an} weave the; into a1 "iaaql dormitory” with the nave
th.t its design will prove ixntruct17* as a rraética prob-
lem in enginearigg 16 Sell a; uéelul when the time 13:33

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gire resistant calciriétiiu, "ii: rznhtot ,3 oo.h lFQJC-
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wori and in_9riir ”iiich.

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Eounn '99.Gflbu Iloors ant prim; ifial partititus.

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minor repairs, superV1se janitors, an; hav: general sup 3r-
Vision of the building.

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ere rice .

Separate sleeping re 33 with not more than two persons per
room.

Zeparata stud; rooms.

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Flate ll, sdofls to: Quiluln; to so in one s-ape oi a 1ollo"

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reot angle anoroiimaJely ,/o A ll} , one court MUiAfi Ed'

134'. The rear and side tints consist of three stories

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an“ ‘ oto.im3nt, de: os;e kn t oei:k,thiJioeo iuruo CWI‘wKnB Rho
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toe tnree iloors into shares nos ooeuioc onto a hall P'Jll

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.u as : tones ago cafeteria resoee,ivei;, tulle t e lirst

floor is dividec iato two lobbgs. i LOTS ooohlete descrip-
tion of each portion will be given later.

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Tince this dormitorg is designed or riiqrily for

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Hie higan Etato College, the tree of cone: uotioi aid st le

of arehitec ure are patterneg a-t3r th t of tee Sample

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_he iraoexori s o: reiuioroeu COméleoe N t: e“—

terior curtain walls 0? trick veneer. “he brick are a

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mottleo refi color with a rough finisn and are lsyed in

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White mortar wif a wile flesh 101123.

a
modernistie touoh s added to the exterior b;
using Wide colinne of reinforced concrete and allowing
them to project two 1:7hee beyond the brickwork, to form
striking vertical lines extend 4i from the ground to the

parapet one. The red brick are furtlocé set ff by concrete
trim oro nd vwi we and doors, a concrete esp over tloe parr-

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pet well, one oodorete srcLes oJe- the oozrt eat poreues.

(fiee Plate 11) All such ornamental concrete s cqroorsxdgm
rubbeo t give a smooth thite surfecw, and reinforced with
welded steel fsoric plcce: seer tLe serfscc to prevext un-
sirhtly cracks.

The flat arch over .He porn is emrha'ize‘ by its
T8;63t~d.L&3 Haraoot the oiilci.;. (Tflsuxz II) ?he precssf
liitels over all doors and u'i'ido..s (Tlate kl) s? @211 as
the concrete car over the rcrcpet L111 14c she arches sown-
111:5 the ”2-1). t extremes .orf‘or.. to it' snare. In th in.-
terior, its llJCS are reyrofuced in tie eroded blaster over
the windows and the arcked enurescss to hells, closets, eic.

i l ekterior we ll: are 14” h -k, coasieticg of
brick veneer and s" cinder concrete blocks sep‘rstefi by s

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; pace filled w J” ro‘Je ed izisuiation of tee ggnsuk tgp
“he brick are Dom-ed to the ole e oloc-.s ":itli a row of ‘; all
ers ev~ty seventh course, the blot:” oeiig sicrortec on con-
crete beans at every storg. This proviies a h vhly in?”lab

ing as well as str‘ c urall;stro:15 3:18. glut-able V'sll w.:ose
weight is not excessive. "he interior Hal-s are of A"

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“ clay or gypsum tile plzstereu on both sites, while
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the interior 393-3m8ut pertitions are o- 2 sol u h is,er

surrorts‘ on steel channels an; metal lath.
The floors and rooi are of reinf' or see concrete

Fith hollow clay tile as a fill
IO'M er suriece which is plasters
room below. “he ceiling of the

the roof to pFDIiii a deed sir

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33: et:ria or the Loopy.

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maere stuQths 333 J13 oor: m3~ stoo 331 re3u or chat ior a

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iefl fllA¢tCS or loaLer, 913 3133 33 a 01336 -or soudsut weet

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light 13 provided 3y means of lmr e wilQo* , Veilin

wall lighw , and floor 133:3. 1 nim-er of rquiai tables
.hqire, lavenpor;s, etc. of tze kixd foul; in the lobor of

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and goeeru hobel are teatteree in conveiiene “13333 atht

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toe rooa. wucu Zurnitur; den 33 saovel a;3iueo tub gulls \

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emu 30313‘33 13 aQ‘eQ o~ a ir plqée in ,33 u ll oroos U3

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iron 3 narrow nellta oodnee,ee ,o 333 apartlsjt floors,

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oasesent, ilQ exterior. a: thU 33 oer OperGUiur Jet.een

;het refreshmente and ll?fllt lunches 435 be convenientl“

served in the Lobbys.
The Space ad acent to the toqt ?ooe in each Lobby

is oertitioned off to form a r333 )' x l)‘ wfiieh ie ueeQ 33

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tie supe rvieor's Jffiee in one 3033* ago as a oomfeot ionary

The interior fian: 3 similar so thtt nee; thri-

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painted. The Tloor is of concrete COVCTEQ with betoleehip

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Plate 711 in; fisction D of Part III} DJublc doora lean

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a 1)‘ stair frog the t3? flaor t) the court in the c ntar of

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each 51;; .135.

stairs lead fFOd th s hall to the variouu apartmegt floors

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1a; 13 1 couJiJatlon 31 ;.agdr3; taiug irox “he

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room unfier e9ch stairs apeas sits the 99:3359 to 9rov1ie 9
canveiient bli9e for the JQJlCOP'S rake, lQTJ :ower, etc.
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jneiiz' 7'-o" Vite “m1 9' Li'h, 9lesed b; a “et9l roll-i?
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to t e a9.e9edt. ”his i= 699113;; so th9t 933 p91s:u;er 9qr
or light trick may be driven into tFe basement. Flats '

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srfety 9nd cogvegiea99 i3 breviee“ b" aaking phe drivefi9gs
iee eno ta for t“9 99rs. The b9szment 99; be e 9hed Troi
e th9; ~e9r ntr9i9; lon3 or by means f the st9ir99g on

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9e 9 duvet Q-T9h;cmemt not Only era 1338 9 €9.e
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9mg COJVJ'u.i. EQFdC‘ ior ilibu 99r9, 1,;t 919‘ 03 dies tce

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re or filuitqre not in use.

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cannon even the their -loor 91939 are i‘eh di?fereit. (Tl9te17)
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small p rcL LQJP feet n ge fine 9 hu'Ju Levi log --dist «la:

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four Sffilfl-SY‘I‘F may 7.1%: toie 1.11:!» 3:4. 27.31;; é.>;:.hr—1;'.i:mz:
still have the privqé; that is 50433113. ea desiraz

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:eatau .x'<a rfiiiztsr'ipf :“ the $1.kat,t'cilc vsszlgz,ian in
‘ecursd thr; an aLjusqula laivre 1m ths hall CJJP.

The badroom proper i? )'-J Wlui 1g; l)'-, _34 .
The midbh is maje cuch that a thyme €332 0cm 614 he hlqnzd
along eaéh 91d; will and 1&373 grace far a three faot Win-

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mu 1 __ L ,. 1 1,“, V. ‘ .- 4» . 1). 1.- ‘  ,.. ' , j .. . __ ‘
ige rooi is 35393» u” a ruuiaior aiutr t”: “lung , ville an
, ‘ 0 L- L

U “-13 louvre in the COJr ;ivcs the neénssarg ventila—

hz f17¢€ gcierzl illgginqtion while a

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feet 7h on “oru~r taaaa up by a -hOier 3'-o” x 2'-3".
Tee shower is fittpg ti‘b a ‘ubor- our.aig on a ro; over t
two foot door a” to 'eeo the reef o” hue roan dry out hror
coovenieat ontronce. A 7711 light in one corner foriiehee
the illum nation. Toe spice betmeen tha 31o er and the 1
rooo $31. is 'uet lqr e ego ;; for a wa‘wr oloeet while a
corner 137°tory oocuoiee the oorner opposite the entroaoe

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ado shower doors. . ‘ioine

1A.:
A.‘J

the W711 just inside the qufiroon door. It is arrqq ed wi
gla.e shelvee--one for each student. The "all epaoe adore
to; On each qioe of the lQIorLJor" is covere‘ u tu Mirrors
11 la oigated by a "all light in the oorne r ov er the lqvorat
A ceiling lith LA h; o‘iter o- the room broriie; general
il.imina-iou.

T“e bathroom finieh is made as sanito«y e7 boeoi
?he wells are oo7rere Wit 3" x o" vitrified White tile LHQ
the floor 33d oqee &;C o7 terrazo. ”be room is heated o7
radiator undo the meJicine ei‘izet, while a veotilator 1A
the , ilin? re vee all odors

The ceiling over the "loset aod both is sustende
a loo belov the loor 1 CV to give room for all voter,
L ste and vent pipes. These pipes leac to a Sp736 a foot
Wine in oix feet loo? at toe emd of the fiberugent thru
‘wnich tn mater éuu.ym43he tines r11 to Ckm‘lylci agent ani th
vent pipes to the roof. In cad; ape tme.it, a duet 1: con-
nected *o ,h roll adjacent to the bath Hod to the both it
Self. ”his together With the lruvree in the b3; ant study
room doors Jeifil"te this portioo. The borlor is orovidee

Ha

.. .4 7,- h, '1 A , - 1 7. .. 7 1 - t . . & .7
Lite a loivre in tie h2_l ooor, do“ to: £a_l 13 connacoei to
. l - . 7- . .. - .. V .‘ . ,. 7- ,_ L .

the vent uu37 at tee eie or eee; .harimeit.

‘1“- ' PV 9 a’ L‘ —~ ‘9 § 1"- r'\ .v ,\ [L 4' ' ~rj " \ , F.
as ceilinp oror the iitoueiette ate ooner closet

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oepeinan: in e_sghnilar~ gutter, one 7413

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p pee ior 3413 portiod oi pin fipartoen. COchluidb . DJ
4.7.. ‘7 ,.. ‘1 -.,;. ,,.. L
ouose oi ago: e.J:o:...'roar*3eni.
I

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5'-l3' tige an; 3'-)

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104;, Jet it cou,ains er r tflle “Cums“ ior prep»riot in“

eating light LSQIS. (3ee Plate IV) One end is oomoletel;
fille; with a built-in breakffiet Se oomooeed of tflo benohie

n th a table
1 -' ’W ‘ ' V O r“. ‘ 1 1 D ‘F ’\ ‘ .- 1: I“ ‘ ‘.fl L ’
iOAL. a tall plug near one eni oi Sub biClq periioe a1

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otrio toanter or .eroolator UO oe CQJVCJLVAtl; oiee.
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trio 3 Jove in 0-1:} comer, mi 18 1. .—..-L corn»; r c1113. ii. the

‘fi — —'—‘ ' 1.. ._ . -O —. 1-- A ‘A A 7L I. Al 3 . P 4-- "--y Al I‘ 1"
otheru 7L“. a “fleet Oi cxwtcers Upon chi, tn tot oi \“3442393t
‘ .- . r.- - ‘ r 0" ‘ 1“ »‘ ‘0 ‘ 'r-x -‘ ‘- T H . . ," J ‘n ‘
oein; On a leJel witn Cub top oi tn: 39018 anu :31.m so Una»

. , — .A- 7 r ’ 1‘ .‘w i" ' .1 "I’ "' -- ’ fl ' ‘ ‘
it forms a ooavenient tor: t1 1;. _he o11u8Y3 are oi Jar-

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,ilverWire and fine

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5' . , * a 3 .. - +1, '. " 4. 1 ,“‘ ’ .9
Oi copooeroo EXteho olsar aotoee one ego a. a neitnt oi

A radiator is placed uoder the sin; and a ven—
tilator in the ceiling. There is a eeilii: l ;ht over the

reqkfaet e

U‘

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t and a tall light under the eulooerd and over
the work tazle.

The remaining clear sped; in the room is just lqr e

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1100

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and has a b

V" lkth 111 0111‘)

remain mg tr.

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library

floor lamp,

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£301.“; tIlC ro

for a radio.

placed me

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meial door

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of the room brovides ;onor11 i‘limin‘oiod. :31
&QCOm:l affix“ bx <1 r1;iitor‘ um;ar :kx:zwingo , '91
in one kal floor ? que‘ 1 Giro; finioa. a uDOT
side 13%;; to tfir, ”c.roo39 'uul qnotfisg' A) :h: b

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L-: tmc> odort,.:: are c<.9°olu hiijs.

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5‘ ‘ ,‘ D L I . ~ » ‘- 1"} q ‘

a unroo ioou are ;:r oo o~ rlqo:u at Luv odo of
Ifi‘fi A ‘- ,- 4 .h N .1 — -v t- , :— Q-~ \ ‘ -
'_--ere 1-3 '3. DU '11L.Lqu. :11c ’33; :‘l.1:.i', ”jun. ill tflc

.. 1» . ' ‘ .— - hr .‘. a # 1 ~

#134 1 rluiator QJo vibe via; an“: Lo. A oios

' ' ' " ‘ .0n n. .~ 1 a ~_

‘ -) is pxrtioioo oi, the emu. i, 394 no u'

»--+-- {A‘ 4‘« .- '* 5" -‘ 1:-

ono31:o oh u an .ar.h¢d or enir r. io 14 iituuu n

"D

003 banter rod and 1 hook stri“. ,
?ho 31,: is 3' )" .ide qio t‘-b" log“. 1

3' O" x 3'-)" occipios on; ex” ini a 1qrorutor" and

closet 2h~ ooh: . irror” lighten by a toll 1%:Kt

'IZCL; anxova; eini 0:1

radiator uni: ”be

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:7tukiuitm, .Jio bug: arrfrn‘

uch that studzat 03‘ hid?“ is possiole i‘ico
tion of tr: gorzitor; requires a gooorvisor, a

a coo< Lhruout the year, at leost 2 yo; of the

"3" aerJM3 nts will be ocoioiog all the time.

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PART lll

Struétural 36515;

fibartaent Roof
and

Euthorting Lembers

35

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Since reinforced concrete is to be used for the floors and
framework, a concrete roof will be more economical than any other
type and will also be satisfactory from the structural and archi-
tectural viewpoints. Instead of making the concrete impervious
to water, he same mix (approx. b:;l:5¥ having a 28 day compress-
ive strength of 2503 pounds per sq.in.) will be used as that used
in the beams and columns thruout the building, water tightness
being obtained by means of a five—ply felt and gravel covering.

The roof surf-cs will be sloped from the edges towards
the center at the rate of 3" per foot to provide proper drainage.
This will te the only slope provided, the "trough" part being
perfectly horizontal. éatch basins will be placed at the ends
of the apartments, cast iron drain pipes leading thru the space
provided at the end of each apartment and to the sewer.

The surface slope will be obtained by sloping the slab
rather than using a cinder or cinder concrete fill.

The ceiling will be suspended from the roof in the
usual manner (hung on wires imbeded in the concrete), the dead
air space serving as a good heat and cold insulater and also
preventing the condensation of moisture on the ceiling.

Since the roof will be exposed to severe changes in
temperature, it will be necessary to make adequate provision for
expansion. On the width of the roof (about 43 feet) there will
be a maximum expansion of (A0 x 120 x .0300355 : 3/8 inch),
considering a maximum temperature change of 123 degrees. This
will be taken care of by means of an expansion joint running
lengthvise down the center of th roof and also by Joints un-

ning crossways of the building at the encs of the apartments.

36

’Eim slab ends will be notched and covered with pitch which will
sadd to the waterproofness of the joint and also provide a smootl
ssliding surface. The joints will be made absolutely waterproof
‘by means of a partly semi-circular strip of sheet co,per placed
lengt-ways of the joint and embeded in the concrete on each side.
The copper will be held in place with pitch and covered with the
felt and gravel roofing.

Since the roof is divided longitudinally by the ex-
pansion joint down the center, two way slab reinforcement will
not be possible. Since hollow tile construction in more econom—
ical than flat slab for long spans and light loads, and also
since hollow tile will be used for the floors, it will be used
as the roof deck. The tile will also be of some insulating
value.

Assuming the longitudinal beams supporting the roof
to have a breadth of nine inches, the roof span is l7'-7" c-c
or lo'-l3" in the clear. These beams being T-beams, the 13"
may be used as the flange, making 1' the slab length used in

1

calculating snear equal to lo'-O". The cantilever portion in
the center will have a projection of 2'8" from the center or
2'-3}" clear.
The loading will be as follows:
Snow 33 pounds per sq.ft.
Suspended ceiling 13
Roof covering--5-ply felt and gravel o

Slab (h" tile and 2" concrete cover) 53

Total 96 pounds per sq.ft.

Taking moments about L:
R.; 98 x 23% x 23% x l 3 1120}

‘3“' 17.584
Taking moments about R:

L 33 )o x (14.251 + 2.87) x 14.251 3 826#
2 17.584
Point of maximum postive bending moment:
82b 3 8.6 feet from L
Toint of maximum negative moment will be over the support.
B.M. 3(8.o x 826 - 9o x 8.6 x 8.0) x 12 3 +42,630 inch lbs.
2
8.1. 3 95 x 2.67 x 2.02 x 12 3 -4,110 inch pounds
2 .
Point where bending moment is zero:

Bending moment curve: y 3 s2cx - géx - 0

X 3 17.2' from L

A study of the beam tables on page 432 of Hool and Johnson‘s
Handbook shows that a floor composed of 4" x 12" x 12" clay
tile, 4" ribs, 10" c-c, 2" top and reinforced with 2-?" square
bars per joist has a resisting moment of 44,230 inch pounds
when f8 3 23,000 and fo 3 800. This is safe enough for postive
moment. In order to take care of the negative moment over the
supports, one rod will be bent up at both ends at the quarter
points.

Then p‘3 A” 3_325___ 3 .3113?

EE- 4 x 5.5
and k 3 .404 j 3 .855 from table 2 of the Handbook
therefore f5 3 _§_3_ 3 4,110 3 3450 which

A jd .25 x .805 x 5.5
is considerably gelow the maximum.

 

'The bar in both the top and bottom of the slab will be continu-
ed to the expansion joint and their hooked, a 1" round rob
being wired to them and placed parallel to the joint as shown.

I This is not necessary for bond but will greatly strengthen the

cantilever, while the extra rod will help to hold the bars in

36’

place. Bars extending into the external T-beam are to be hooked

as shown.

Maximum shear will be along the edge of the flange of the

supporting T-beam. It will be slightly less than the reaction

of the Support,
V : 1120 - (2'8" + 1'7") 95 ; 712%

V

82o — 335 x 95 3 750;
Checking assumedlilab for shear:
Allowable shear is 505 per sq.in.
Breadthé is 4:", depth 53", and J 3 7/8
v 3 vbjd 3 50 x 4.75 x 7/8 x 5.5 3 1142i per joist
1142 x lg 3 857# per foot of width.

18
'Phe values 712 and 753 are below the allowable.

‘Thus the assumed slab is OK for both shear and bending.

 

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DESIGN OF iEmBTFS 431 and 432

The roof slab being designed, the loads on its support-
ing members are known and tr ey ca-n be design ed. A continuous
T-beam will extend across ti e front of each apartment a:1d another
across the rear over the hall partition. Since these beams are
to be poured integrally with the roof, the same provisions for
expansion must be made in t em as made in t1 e roof. This means
that they must be continuous over one apartment on y, the ends
being simply supported on colums and space provided for expansion.
The eXpansion joint will be made the same width as in the roof
slab (%").

Considering first the beam across the front of the
apartment, the sketches show it to be carried on four supports,
making it a three-span continuous beam with the two end spans
of equal length (4B1) while the middle span (452) is consider-
ably longer.

The beams dimensions will be limited somewhat by
architectural considerations. Its width cannot exceed nine
inches without causing it to overhand the columns, wr ich should I
not extend into the room; and its total depth should not exceed 1
18 inches or the beam will hand below the porch ceiling.

In order to simplify the construction and the computa-
tion, 431 and 482 will be made the same size.

The loads supported by 482 will be as follows:

Weight of concrete arch spaning porch, the arch having a
sectional area of 97 square inches:

27 x 159_ - 130#/' I

144 i
This arch can not be designed as an arch without carrying a
horizontal thrust to the supporting columns. This would ne-

ces sitate much heavier columns and a generally weaker design.

The arch might be designed as a beam spaning the porch, but the
design would be difficult and impractical due to the shape of

its cross section and the impossibility of estimating accurately
the loads which it might be called upon to carry. Therefore, the
arch will not be designed to carry any of the weight above it,
but will be assumed to be supported thruout its length by the
member 482, giving the above calculated load to 432.

Goncrete cap over parapet wall; 08 sq.in. of concrete

142+
Brick above arch: 5 feet of 9" wall weighing 3%

5 X 83 z 415?
Peaction of roof 826%
Assumed weight of beam _115#

Total uniform load per foot of length 1528;

Loads supported by 431:

Concrete cap 73;
Roof 82o
Beam (assumed) 115

Brickwork above will have an average height of 1%'
and may be considered uniform, giving:
1% X 83 _-_*_ 124

Total uniform load per foot of length 11355

Since the spans are uneven in length and are unevenly
loaded, the moments cannot be obtained by means of the usual
formulas and tables, but must be computed by the theorm of

three moments.

4;.
Applying this heorm with the common notation

miLl + 2J2(L1 + L2) + 53L2 1 'iW‘Li ‘ ingg

But L1 0 since the beam is simply supported at the end.

-
—-

ind M: ; mi since the beam is symmetrical about its center.

To find Pl, take moments about
12.31991 - 12.315 x 12
91‘; 4.75 kips

“0 find 99, take moments about E

‘1

(4.70 x 33.25) + ?2 x 17.33 - (113

Check:
l2.)lb x 1135 ; 14.55 kips 23.1

Total 27.85 27.5o OK
maximum postive bending m ment will occur at the center of the
middle span:
(4.76 x 21.5 ) + f 3.1 x 3.57) -(l2.)lo x 1.155) x 15.125
-(8.b7 X §;97 x 1.520) ; 22.5 expressed in feet and kins
2

maximum postive bending moment in end spans

3:72 - 4.2' from exterior support

4.76 x 4.2 4 1.135 x A.2 3 £12 : 13.0
2

Shear at left side of P2 3 14.65 - 4.75 ; ).8)

Shear at right side of g 23.1 - 9.8) _ 3.2

‘1 -

43

Point of inflection in 431:

4.7ox - ;.135 2

X 3 3.4 from E1 or 4's" from F2
Point of inflection in 432:
4.79x +23.1K _ 1.1:5 x 12. )13K - 1.525X2 -

135 x l2.)lo x 5.453 - 4."o x 12.)lb
.ToZXQ -13.1sx +52 1 3

K 2.93' or 35" from Re to point of inflection

EESIGX-A? DEXTER OF XiiJLE TPAI

154 p 3 .0334 {table 5, Wan book of Fein. Conc. Ensign)
These are the valzes of K and p that should be used to
obtain balanced stress in the concrete and steel when taaing
23,333 and using 2533 pound co crete having fc_1333.

The joint committe recommends that fc be taken as .43 f5
ordinarilg, but that .45f; may be used at the supports in

continucus beam or rigid frame construction.

d2 _ _s : 221212_§_12 ; 134.2
bK ) x 104

';.u

 

‘ ’
b._'-3 : .l)i)1L3Lle.__-i-u.; 3-3"
Ki )64 X 13.73 X 13.75

Since it is impractical to incr rease the depth in order to
care for the larger moment at the support, the steel area
must be increased and the member designed as a rectang;lar
beam vith reinforcing in top a1; bottom. -

K - 135 p; .3113 (table A) W .0” brilanced reifli orc g

—

is used.

K : 3.3 : 221L22-X-13__-,__ : 239
hi“ 3 X 13.75 h 13.73
Taking d' ; 2", then dfd ; 2/13.75 : .145 Use .14

news 1311qu for fr, :_ 253.), f _-_ 23,1DJ‘3, dyd _-_ .111

1
E)

‘

and K : 236, p', the compressive reinforcement and p, the

tensile reinforcement should be 33 5 an: J157 respectively

to give a balanced design.

I

A- _ .3137 X 3 x 13.75 ; 1.73 sq. in.

4' — .3065 x 3 x 13.75 - .37 s . in.
RTINFOEC N}
Center of middle Span:
4 5/8" round bars ; 1.22 sq. in. 9K
Center of end spans:
2 5/3" round bars ; .61 sq. in. OK
Support--top:
2 5/8" round bars ; .61 bent up from center Span.
2 7/8" round bars ; iggg straight in top.
Total 1.81 sq. in. OK
Support--b6ttom
2 5/8" round here ; .61 :q. in OK Carried in bottom

ovwr entire length of beamsi-

BOND R.fl JT152JTNTB 1N CTNmTR SPAN
Bond stress in upper steel at ed e of support

116? This does not exceed

 

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Bond stress in upper steel at edge of interior support

U ; §dx 2.2 37% no special anchorage is
7 x 13.73 x ).h;

 

P‘-

required. Continue bars to point of inflection ;
fron support. The bent up bars and straight bars will all
be continued to this point.

"' ‘3 '3 firm “'7‘ firm" v n'utm": c: AV.
JEI .-.A.’ r.“ ,JJI:(.-L_.IL.v L J I_\ u-‘.a-‘d1-L UP?$.\

it is greater than 33? but does not require special anchorage

since it is less th n 153%.
Total shear taken by concrete

' I X 53 X 3 X 13.75 ; 5,413}
B

) x 17:23“; 12 - 51.5" which represents the

.2 2 —
distance, measured from the support, over which stirrups are

necessary.

2 7 5.4) x 51.5" ; 243,030;
required to take this shear

1.25 sq. 11h

#flb H
90
3F) ,
V
In
I

J
This requires 6 3/3" round u-shaped stirrups.
Haxinun allowable spacing of stirrups ; id ; - X 13.75 - 10%"
Point at Which bars may be bent down
Inflection point ; 35" from support

Point at which bars may be bent up

1.

 

1 .33 x 12 — g; ; b)"
9 6)
69 x . - 3A} + 35 ; 6)}" from support

45'

(I)

tirrup Spacing from tqble 53

l I: 031113. "’ 205"

3 Q .133 z 5.2

1"" .159 _-: 9.3

l 2 .22a ;.13.5
“evised stirru up spacing

l @ 2% - 2%"

3 o 0% ; 8:, 15, 21$

1 *7 2-3; _-_ 3.71:-

l g 13% ; #0:

Bend up bars at 52"

 

SHEAR PE JI.E-EHE3 AT BE :PM 3
Unit shear at interior support
v ; §_§_2;2______ ; )2. f Pe eqa Jires stirrups and
* X 9 x 13.75
anchorare.
a 2 (2.2.2-3222) x 1.2.22-9. 2222 3-5.2"
3.) 2
Total shear taken by steel
(2.2 5.42 X ”5. 7) 3332
NAV" 33) z .41 sq. in.

 

14,0 33 X 13.75
Use 2 3/8" 3-stirrups.

Stirrup spacing

© .123 41"
2 o 12%" ; 1&2, 25
.AT 232? RICE 312TPPOR?
.One bar will be bent up so that end of bend
<3f support, and hooked. ?he other bar will be

Support and hookefi.

ordinary

is over edge

run into the

2

 

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_

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HEMBER A433

In order to reduce the size of the floor beams A383
and the other beams similar to it, the interior columns are
placed adjacent to the main partitions of the apartment. his
means a c-c spacing-0f the columns in each apartment of 14'43".
Assuming 12" columns, the clear spans will be reduced to about
lB'AE", which figure will be used in the design.

Since this beam is to be poured separately.from the
roof slab, no expansion joints will be provided, the beam run-
ning continuous the full length of .he building. Its top sur-
face will be covered with a pitch to let the roof slab slide
across it (due to expansion and contraction) with as little
friction as possible. The ties 491 and 432 will fasten the

whole framework together and prevent movement of the exterior

DJ

walls as the roof slab eXpan s.
The loads will be the roof reaction of ll20§ per foot
and the assumed weight of the beam of 143%, making a total load
of 1200? per foot of beam.
The code requires that continuous beams be designed
for a negative moment of 1/12 wL2 at interior supports except

the first, and a postive moment of 1/10 wL2 at the centers of

interior spans.

:28 ; Egg ; 1250 x 13. 1g x 13.375 x 12 3 225,000
12 - 12
2 ;;Z§ x 13.375 x 12 3 103,030

L710 _._._ 3L - 1203 x l;
12 -

1
‘v z 1252 x 13.375 ; 8,410

Design for 32

J

Assume b 3 9"

p - o )J)L'— K _-_ 104

113

 

is 3 pbd 3 .JQ)4 x 9 x 13.05 - .9) sq. in.

Design for M

S
issume b 3 9"
p33 .3113 K 3 130
dB .-. 22-32429 ; 128
9 x 130
d 3 11.3"

AS 3 .3113 x ) x 11.3 3 1.15 sq. in.
d will be taken as 11%" and the total depth as 13%"
Reinforcing necessary
it center:
2 %" round bars 3 .3) sq.in.
2 5/8" round bars .31 sq. in making a total of 1.30
At support: .
Bend up the 2 5/8" bars from each side 3 1.22 sq.in.
Bond requirements
30nd stress on lower steel at point of inflection which will
be taken as the fifth point of the clear span. At this point
the shear will be .0 x BAfiJ 3 5000?
- 8 “$.5353“ 3 100# which exceeds the allowable (125)
7 x 3.14 x 11 5
and requires special anchorage. Carry the two bars 13.3 D
3 0:" beyond the pace of the support.
Bond stress in upper steel at face of support:

_x 8443“ — ll7fi' which d es not require special

anchorage. Continue bars in top to inflection point.

Point at which bars may 0; bent up

x L (1 - Bmc) 12 3 0.038 x 12 (1 -_39; _)
2 10m 2 x 1.30
from support.

In
m
0‘

Point at which bars may be bent down
A .3 " x 39; 3 10" from support
5 1.00
Distance over which bars will take shear when bent at an angle
of 43 degrees 3 S x 9 x 1.A14 3 9}"
SHEAR REQUIREJEITS
Unit shear at support

-v 3 8 x SAAO 935 which does not require special

7 x 3 x 11.5
anchorage but requires stirrups.

 

Maximum spacing stirrups
31d 3 f: x 11.5 3 83-"
Shear taken by concrete
50 x 7/8 x 9 x 11.5 3 4540;

a

 

3 gang 3 4543- 1.375 x 12 37.1
5440 2

Total shear taken by steel

(5A40 - A5Ag) x 37.1 3 72,400}

2

 

NAV 3 Z23h03 3 .45 sq. in.
14,033 x 11.5
This requires 5 }" round U-stirrups

 

Stirrup spacing Revised spacing
1 0 .03a 3 1.85" 1 @ 2" 3 2"
2 0 .12a 3 A.45 2 a 4" 3 6” nd 10"
1 (:1 10a 3 5.0 1 05% 3 15%;"
1 Q . 3d 3 8.0 Send up bars 31" from support.

 

 

 

 

 

  

 

 

 

 

 

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137333 A4331
(fixterior span of A433)

The code requires that the end span of a continuous
beam be designed for a moment of 1/13 wL2 near the center and
over the first interior support, and a negative moment of

, 2
1/10 wL over the exterior support.

1.1 3 wL2 3 1203 x 13.375 1 13.375 x 12 - 27,003
_10 1.3
2

He 3 ELL _ 1203 x 13.3”" x 13.375 x 12 _ 10,)33
lb 10

 

Shear will be practicall the same as in A433 3 5443

She increase of bending m ment in this beam as com-
pared with A433 may be cared for in either of two ways--deepon-
ing the bead, or adding more steel, making it a beam with
reinforcement in t0p and bottom. The first method would be
cheaper as far as cost of material is concerned, but would be
impractical due to the increase in the cost of form work.
Therefore, the beam dimensions will be kept the same and extra

steel added as required.

 

K : _Ee ; 211923 11-- z 225
bd 3 x 11.5 x 11.5

Assuming d', the distance from the center of compressive steel to

surface of beam as 2", then d'/d .174.

h

For K 3 220 and balanced reinforcement, tablell gives
U 3 .3131 and p' 3 .0053 at he support, and table 1) gives

1".

I
(D

3 .3135 and p' _ .3142 at the cent

"5

{Steel requi ed over the support

Steel in top .0131 x 9 x 11.5 3 1.30 sq. in.

Steel in bottom 3 .0353 x 9 x 11.5 3 .55 sq. in.
Steel required at the center
Steel in top 3 .3142 x 9 x 11.5 3 1.47 sq. in.

Steel in botton .3135 x 9 x 11.5 3 1.43 sq. in.

[3

Use in the center

top 2 1" round bars 3 1.57 sq. in.
bottom 2 5/3" round bars - .‘o1
" '7
1 1 round bar 3 332

Total in bottom 1.43 Sq. in.
Use at support
Top-— 2 5/8" round bars bent up from next span - .01
1 1" round bar bent up from exterior Span 3 .72
Potal st eel in top over support 1.40 sq.in.
Bottom 2 5/6" rou nd bars from exterior span 3 .ol sq.i..
BOND P.E"JIFE .IL‘I‘I‘ES
Bond stress on loner steel at point of inflection
u - 8 x .o x_ 3443 3 128% which exceeds the allowable
”—7 X 11.; X Jo )J

and requires special anchorage. Continue the 2 5/6" bars

across the support and 13.33 beyond he point of inflection,

“3

making a total length 0 40%" beyond face of support.
Bond stress in upper steel at face of support

u 3 5 x 8443 3 119} which does not require
7 x 11.: x 7.07

special anchorage.
Point at which bars may be bent down, tr e inflec ction point
being considered at the quarter point of the clear span

13.375 x .72 x 12

4 1.43

225" from support

'Point at which bars may be bent up

 

12 x .s x 13.375(1 — .12) 3 42"
1J 7

Distance over which bars will take shear when bent up

at 45 ded-ees 9 x 11.5 x 1.414 3 l2"

Stir-1ps will be placed just as they "ere in 4453, since the

DO I ‘
eiiective depth and shear are nearly the sane in sand case.

V‘-

In order to provide proper bond, the 2 l" rgund bars used in
the top at the center will be continued 3.33 beyond the in—

‘

flection points, the oars running to within 27" of the cupports.

f)

l

The code requires ties for compressive reinforcement and limit.
the size to i" and spacing to 8". This miniLum will be sued
over th length of the above bars.

The 2 5/8" and l 1" round bars over the support will be continu-
ed to the points of inflection--32" in second span and A3”

in exterior Span.

Bars will be bent up 3A" from the supports.

DES 3N ;T EXTERIOR SUPPORT

C:

A)

C. 3‘

Since the shear is nearly the same as at the interior supLO-

D

stirrups will be spaced as the; were at the interior supports.
The 1" round bar will be bent up 34" from thee support and

oohed. The other bars will be run into the column and hooked

3’

al

(I)

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Hans ”J AhEZB and A4332

'7'?

The special end Span A43,, necessitates a special
design for the next interior spa 1n A433 In order to cononize
on form work, they will be made the same size as KPbJ.

Zember AL 33 v.ill have a c-c span lenpth 01 lJ'oL" and a clear

span length of g'bg"

While the clear spn11 of £4332 will be
13.4%" the same as was used for A433. Che loading will be
12503 per foot the same as A433.

In order to determine the stresses, the theorn of three

moments will be used with the assumption that the end restraint

is 1/16 WL2 at the exterior support and l/l2i‘fL2 at the sec nd

,.
I;

interior support. que code recommends that the first of thee
values be used over external supports and the second over in-
erior sunports in continuous beam construction.

Applying the three moment theorm to the wo epsns:

 

 

MlLl + 212(L1 + L2) + 53L2 ; -331L§ - 5w5L§
in which 31 3 Egg 3 1250 x 3.52 A 9.52 - 7. 3
lo lb
n; z :13 ; 120) x 13.375 x 13.37 ; 15.7
12 12

7.13 x .52 + 2H2 x 22.) + 19.7 x 13.375 ;

)
- 1.25 ( 9.32 x 9.52 + 13.375 x 13.375)

:0
H .
I
VJ (D

 

 

5 x 13. 75 x 13.375 + 13.7 - 5.8 3 9.15
-2-

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-¢ ‘2
b -' L" :- 0 j 12 :.

 

. o 11.5 X 11.5
:13 ; .0113 x 3.3 x 11.5 ; .12)
Design 5:3 3:33.53? 37133331310}? STE:
1?oint of maximum moment .8

 

 

 

sq.

111.

4.0 feet from support

2

b 3.4 X 12 - 7.A5"

154 x 11.5 x 11.5
A, ; .3394 x 7.A5 x 11.5 .535 sq. in.
D23I3V A? IYTTRICP SUPPOP?
b " \208 X 1 ‘ ,.0’3"

190 A 11.) X 11.5

S _: 3.011} X 4.30 X 11.5 _: .52) SQ. 111.

 

OF INTERIOR SPAN

moment ; ];5_ ; 5.
1

1

 

_.26
n ; 3.35 x 7.7 - 5%25 x 5.35 X 1.25 - 22.3
K - H - 22.3 X 12 - 225
‘ BE? ‘ ) x 11.5 x 11.5 7
d' ; 2" making dVd ; .174 Use .18
p' ; .J355 and p ; .o1315
As ; .01315 x 9 x 11.5 ; 1.33 sq. in.
fig 3 .0353 x ) x 11.5 - .57 sq. in.
PE 1 31 F0 PC l ['53
Center of interior span
.bottom 2 5/8“ 5 ; .01 sq. in
2 3/4” 5 ; .33
. Total 1.4) sq. in
top 2 5/3" 6 .51 sq. in.

Center exterior span 2 3/4" s25 .58 sq.in.

ibcterior suppOWt 1 3/4" d : .44 sq. in. bent up
from A4333.

Ilnterior support 2 5/8" 2 - .bl sq. in. bent up
from A4332.

13013 RTQUIPflJIWHQ INANBEQ

EShear at support ; 7,50)

Bond stress in lower steel at point of inflection

u

N

)5; which does not require special

5
1

NM)
:4
14'

anchorage. Continie the 2 S" e 103 3 7 into support.

(Up-i

Bond stress in upper steel at support

7503 ; 2.155 Requires Special anchorage.
105 I» 3033

U ;

 

O
\J
BOHD EEQU fizzites 17 113

’><><

Shear at interior support ; 0203

Bond stress in lower steel at point of infl,ction

(I)

u ' X f Contine bars 132 ; 7%"

233 ; 7
4.71

NM

:4-
>40

0
1.:

Nu)

into s upport.

Bond stress in upper steel at edge of support

 

u ; 8 x 5233 ; 157} Eeq1ires special anchorage.
7 x ll. 5k '3.)3
Continue bars 13.33 ; 8%" be3ond inflection point which will

be talcen as the quarter point, ma ing 37” from face of support.
Shear at exterior support ; 5803#
Bond stress in lower steel at point of inflection

u - ” x .o x 5333 - 1465 Peouires special anchorage.

- —— b

7 x 11.5 .39

 

IBond stress in upper steel at suonort

u ; 8 X 5835
7 x 11.

U
P.)
l;
8;;

Requires Special annhorage.

 

UH
><
to
O
\‘J
1.

Both bars will be continued into the support and hooked.

274’
9.1/7

 

m
5'
w
to
"5
n
\] Lfi
V N
to r- -

not require spec'al

p
{D
'3

icnorage.

kllowable shear x 5) x

-"7
—'«3
J

 

 

 

 

 

Requires stirrups but does

a 30153) - 43w) x 13.315 x i2 _-_ 32.1"
7533 2
“Total shear tsien by steel
75)) - 453) x 223.1 - 48.133
2
13713.11 _-_ [48413) _ :_ .29) 9Q. in.
14,330 x 11.5
This requires 4 I" stirrups
'ltirrup 7pacing
1 2.3751 _—_ .37 h 32.1 ; 2.25"
l @ .268. _: 02’) X 3201 :- 303
Allowable Spacing ; Z x 11.5 ; 3}"
Point at which bars may be sent down
13.373 L l; - 35" from support
5
Revised stirrup s‘acing
N H N
1 e. 23..— _ 21;
N
2 e 5 _ 73;,12}
1 o 81-" 23"
Bend bars up at 45" from support.
lode requires that a minimum of%" stirrups
along compressive reinforcenent. COntinue
inflection ; 35" from supports.
-t the second interior support the moment
L4. ’

the sane as in i433, making a new

design un

1 0 ~
soaceu 8' be

hear is nearl;

.0
hi
'1’
I 1
m

necessary.

59

7-.“ (v '
..

‘ ffl-v'f"\1 '16
g... 2.x)

sv - ~~77
SnZ’iR :11...“ 1-? “$3,,

‘

Sriear at interior support ;

iinit shear‘; 3¢x 6233
7 x 3 x 11.5

 

V ,...
ancnora;e.

'Potal shear taken by steel

5233 - 453;
2

 

 

NAV : 134999 ; .JBlSq. in.
14,033 x 11.5

Use 2 i" stirrups Spaced 4"

Shear at exterior support ;

Tjnit shear ; 8 Y e230 :

 

7 x 9 x 11.5

a ; 5800 - 4533
58))

 

x 2.52 x
2

8833 ~ 4533

2

Y 12.3 -

 

1‘ ‘{v:

81303 ;
14,3)3 x 11.:

 

TY " .
use 2 j" stirrups Spaces 4'

Bend 1 5/3"fi at fifth point

.032 3Q.

0233

07.5} Requires stirrups but
:1 "'33:;

13,333

Fequires l i" stirrup.

8
,_)
c.

\n
u-
V
o

12.8"

#33
Fequires l 3" stirrup

w i“ H
ailu L."‘ :1? o

; 31%" from support.

 

 

 

 

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beams, X4336, constitutes the portion
(of the continuous beam A433 that extends over the main entrance,
hile 143231 is the bean at each end of A433 . Bean irofo
'will have a clear spsn of 1).42' while that of i43331 will
be 13.375', the same as for A15}, The los¢ing will be sinilar
to that of A433, except hat 43% is adced for the insreaseé
size of the beam, giving lZJJg/foot.

”he theorn of three moments will 1“.3 uses in determining
the bending moments and shears, 11 and 1
end uf A43381 being taken as —13,733, the same as was used

for A433.

‘2
filLl + 232(Li + L2) * HELQ : '%W(L2 + L2)

_.—_. _._._7:

CC
L i
L)
D)
I

I
\ 4
R)
k
V
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L1 .1222 222-132:22_§;i;gg_.>,. 13222-2.-i2221l23: .2 ".233
JOJ'H

M - 12 033 ;_12.42 - l?)) x l2 22 x ;Z.A2 - 3%,23) ; 2,)Jo

 

Q:
R)
l
m
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.Hafie d; 14" and total depth ; 15"

Use 4 5/8"d ; 1.22 sq. in.

:2 7,233 x 13.375 - 1?,731 - 1333 x 13.37? x 3

 

'?ince this is less than the 14,133 sonent computed for 1433,
the moment of 14,133 will be used, requiring a reiwforcement
2 33% and 2 5/8"o _‘ust as in .1433.

"r‘ifi .fi‘.'. 7 fin fivrfihqtm1
lotula- 0/21“. .33 NJ 1

21.3 3i,2oo

K : 3 : l§i§22.fi_;§ : 233
bd ) h 14 X 14

 

p 3 .1153 .8 — .3153 x ) x 14 3 2.1g sq. in.
P‘: o 33).. [X's " o 3))2 Z 9 X 1A _‘_" 1.3'2 SQ. ]-Lo
Feinforcement ii to“
7/“ 1 1 / "d 7 p ‘727r’1
’JCHL; Jp 2 a, ) 9C1. 1110 -I‘OJ LL/d/»J_..

7/8” 3 1.23 straight in layer 1}" below.

ivy-7m: 571:7

.4.\‘1 .JH/\

W
C\
Li
:1:-
M
1;
k)
a
Li]
3,
'0

d
11

3
k4
H
'0
M

f.)

Shear 3 12,533 at ea h end.

I
>2
H
m
PO.
L)
L)
I
.4
\4
‘1‘

Bond stress in upper steel _ o

 

 

 

 

Bond stress in lot er steel 3 8 x 12,03) x .o 3 735
7 X 14 x 7 .50
Bars will be ontin ied to point of 1M 1ec ion of 143381 : 41”
i‘near t lien by concrete 3 7/8 x 53 x 14 x 9 3 5533}
" 9 C- 1' A”) ’ -. I II
'- ‘ (1“. 303 " 51);)3) X o L. X 12 - jl'ox)
12,033 2
t"! ., 1 f‘ , g r-- - ‘ fr- f‘”‘ 330
aohear taxen by ste=1 3 (-2,533 - ,,o33) A 09.3 3 433.
ff — ,- 0. . x . V 1 11
mnv 3 233,33) 3 1.1) sq. in. Requires 3 3/3'2 U stir rs
14,333 X 14
l (“:2 1" ~ 2 I. H
7 ' _ a I
—2 6 61" - , 151, 22'
2‘. ' II — N ' I
Ba. 14""
. nd cars at 3

3537?: 33613 $12"? $331th :33'33 3,31,33,31
J

fl‘ -\

.3near-1- 233

 

 

 

 

.EOnd in urper steel _- 3 x 13,233____ : A7,;j
Bond in lower steel 3 3 x 13,233 x .3 3 ‘Ag
7 X 15 2'. 703)
Tontiiuc Cars to point of idflec.io. of ' BEE 3
Shear taken by c3ncrete 3 33333
a 3 (13 233 — 5,333) x ;3;gg h 12 3 53.7”
13,233 2
Shear 3n by steel 3 13,233 - 23:3) x 53.7 -
2

:\' ‘1‘] :- 12:11:33 " o‘))+5 SC:- 1110 1:60.;1

1L, 333 x 1L
"tirnu3spnciny:

he 5” - 5H

2 C 13 3 15, 25.

Bend bars at Ll"
laximum shear at other end of seen 3 13,37?

 

Bond in upper steel 3 8 X 8733 3 1337
7 X 14 x 7.30
Bond in lower steel 3 x 8733_x .o_3 134$

 

x 1h X 7.93

«m;

Contiwue all here to the 41"

( 3133 ='33) 13;fl
57.33 2

inflection point 3

:I.

X 12 : 2).

F“;3
.1

lhcar taken by steel Q7333- 5233 A 2).5 —

2
\75 ’34 - 7‘ we 1 7/?"
in " L11))' _: 0C. .400 1:10 RCUAiI'cS .. J’, J

 

V — 14,3)0 X 114 . I.

E-end oars at Ll" fro.;; the

x 1333 x % 3

I);
(13‘

3733.

r,133§

r-II

stirrup at 3

 

 

 

 

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66

.—

Ty'q'!y v.“ .uZ . 7
u- L&.53 .2 . D *J/

H

The interior columns of apartment "5” cannot be spaced

518 they were in apartment "A"

due to doorways, so it will be
Ilecessary to either space the columns unequally or use only one
(Eolumn and plaée it in the center of the apartment Span. This

Eueans a 9‘3 Spacing of 21'53"

and a clear span of 23'62" assum-
Ilng 12" columns.

of a roof reaction of

Q

The loading will be compose

a.
, .

ill20§ and an assumed beam weight of 223}, 'aking a tot-l loau

\

.mc ; wt? - 1143 x 23.55 x 20.55 x 12 .; 426,300

x8 — wL2 - 1340 x 2).:5 x 23.55 x 12 593,333

Shear at support

20.56 x 1343 x % - l

\M
CD
U
0

Design at support

Assume b 3 12"

K : 196 p 2 .3113

d2; 1.21.222. _-_ 242
12 x 196

d - 1505"

cf-

Design a center
K - 164 p :.OD?4

d2 —‘ 525,030 ; 216
12 x 164

d - 1.1407"

Check weight of beam

Total depth

I
‘.J
kn
blf“

I
P)

l
[—1
—\]
Z [I ‘

Weight - 17% x 12 x 150 - 2

H
CO
‘1,

per foot. uK

Re i nfo rc ement

Center 2 7/8" round bars ~ 123 sq. in.
2 l/2" square bars .50
Total 1.70 s:. in.
Support 4 7/3" round bars 2.AO sq. in. two bars

0

being ben up from each side 0. the support.
B ON PE. QUIEEJENBS

EBCJnd stress in lower steel at inflection point

 

u 3 3 x 13:803 x .6 ; 152 which requires special anchor-
age. Continue oars 13.33 : 0.7" beyond face of support.

i3<3nd stress in upper steel at face of support

u 3 8 x l3p833 ; 92.5 which does not require
7 X 13.5 x 11.3
special anchorage. Continue bars to point of inflection

‘-

O. ; h.ll' : 49%" from support

5%

Point at which bars may be bent up

x2 ; L(1 -_§gg)12 ; 23.5b x 12 (1 - 1.23)
2 15m 2 221.73

: 80" from face of support.

1?c>int at w? ich bars may be bent down

12 x 22.55 x 1.20 ; 24.8" from support

5 1.10
33fistance over which bars will take sh ar when bent at an
angle of 45 degrees. 2 x 15.5 3 113"
EBE%EAR RICH F;EJEKTS

‘lJrut shear at the support

V ;.§gx 13 333
7 x 12 x 15.5
but no special anchorage

85$ mhich requires stirrups

 

~Vkiximum spacing of stirrups
9 3 - 1"
.‘d _: i X 15.5 :_ 11:-
m 1
-<>tal shear tanen by concrete

. V C: '
g): 53 4'. 12 X 1.1.5 :I 81501,.

a. .: 135833 - 8153 x 23.55 x 12 ; 53.3"
,833
““otral shear taken by steel

 

 

(135833 - 8153) 59.8 ; 137,333
2
rtav. ; 1321333 .91 sq. in.
14,3'1) 4'; 15¢ ,‘
T1115 requires 4 3/8" round stirrups

S t 1 rrup spacing.
1 “ .375 - .07 x 59.3 ; 4.)".
2 © .159 3 .15 x 33.8 ; 11.1"

1 @ .2oa _

I
O
M
O
t

53.8 ; 18.1”
E?ervised stirrup spacing
1 CL 5" _2 5n
1 e11" ; 15“

2 c 111-" ; 27%", 39 '
EBEand up one bar at 57" from the support, and other oar

91"

at 5 from the support.

 

“MFG

B453

mkfixem. \\\ Mkué

 

 

 

 

 

 

 

 

 

 

ken. » m. s»
us. wet. \M 8&w \\m MK g
b om.» “R ‘—
\ «GNP QWM\ m whru\§ \ofi.\\..t§$ N\ M ”WIRE
MN; m .3. m.

 

 

 

 

‘1' '3‘ I"

4 1
Ju -..Ju&

-. 'F
._J '-

3433

(End span of 5433)

In order to economize on form work,

the dimensions

<3f‘ this beam will be made the same as those of BABE, steel

'beaing added to care for the extra stress.

:dcnnent at center and first interior support

 

:1.: 5L2 ; 53.55 x 23.55 x 1343 x 12 ; 583,033
13 13
‘163.: WL2 ; 2 .55 x 23.55 x 1343 x 12 - 425,033
15 15
1725.: .b x 23.56 x 1343 ; 15,030
ifgel: .4 x 20.55 x 1343 - 11,300

Design at interior support

[‘0
\ N
.4

 

 

At center -—Bottom

Top

kt support--Top

K 3 ‘32 3 5815333
bd
d/d — 2 z .129
15.3

p ; .31352 As ;

p' ; .0351 A; ;
De sign at center

K ; 37 de ;

p ; .31357 ks ;

p' ; .0117 A; -
1D‘s-inforcingg

12 x 15.5 X 15.5

.01362 x 12 x 13.5 _

.0351 x 12 x 15.5

be bent up from next span.

0

Bottom 2 7/8" round

.13

.31357 x 12 x 15.5 _
.0117 X 12 x 15.5 _

3 3/4" round bars

2 7/8" round bars

Total

4 7/8" round bars

' 2 7/8" round bars
2 3/4 round bars _
Total

bars

[0
U‘:
[U

 

 

sq.in.

sq.in.

sq. in.

sq.in.

straight in

BOND R'IE'JIFE-.IT‘133
{Rand stress on lower steel at point of inflection
x 5 533 3 134# which requires special
x
anchorage. Continue 2 7/8" round bars thru support anc
115.333 - 15" beyond inflection point 3 64%" beyond face of
s uppo rt .
iBCJnd stress in upper steel at face of support
u - 8 x 15 53) 3 )7; which does not require
7 x 15 5 x 12. 57
special anchorage. Sontinae bars to inflection points
_3 43%" in second span and 62" in exterior span.

I?c>int at uhich bars may be bent down, the inflection point being

considered at the quarter point of the clear span.

12 x 23.55 x 1.33 3 32.5"
4 2. 53

Point at which bars may be bent up

 

x2 3 .5 L(l - 835)12 3 .5 x 23.55 x 12(1 — 8 x 1.333'
10m 10 x 2.53

3 85" from face of upport.

{Ixiit shear at support

v 3 8 x 163500 3 112% which requires stirrups but
7 x 12 x 15.5
no special anchorage.

'33cota1 shear taken b; concrete 3 8150?

53- :(161533 - 8153) x 23.55 x 12 3 55"
15,533 2

 

'EWDtal shear taken by steel

(15,533 - 3153) x 88" 3 745,333
2

Nav- __ 1235, 333
14, 030 x 15.5
‘-}lis requires 15 3/8" stirrups

5.43 so. in.

-
—— A

 

3 t 1 rrup spac ing

1 @ .0103 3 1.41"
3 G .033 3 2.64
5 @ .04a 3 3.52
5 3 .Qba 3 5.3

l 9 .09a 3 7.9

l 6:.15a 311.4

Revised spacing

1 G 1%" - 11"

3 o 23" 3 4, 5%, 9
5 o 3%" 3 125, 15, 19%. 23, 255
3 @ 5%" : 32: 37%: 43
Bend up 1 bar @ 58"
1 bar @ 59%"
1 bar @ 81"

place 1 sti
Design at exteri

Since the s

rrup G 84"
or support

hear is only two thirds as great here as at the

f‘ilst support, neither stirrups nor special anchorage will be

necessary. Neve
klooked, and the

Etrfl.hooked. Sti

rtheless, the 5 2" bars will be bent up and
2 7/3" bars will be continued into the support

rrups will be provided as in B435.

The bent up bars will be bent at the fifth point 3 49%"

1?Ipm.the support

The strAight bar in the tOp will be continued 13.3D

:2. 10" beyond the
S llpports . Code

be placed along

inflection points, ending 39%" from the
requires that 3/8" stirrups at a minimum of 8"

the compressive reinforcement.

 

 

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Bflfifl'

      

 

 

 

 

  

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

......
....
.1 s in |\ a t 2
JITWJI?" I..n IJII lfill/
:_ :35: ... 11.. .1
_ \ . _ _ ._ J
.. l— \.&\:V r T .NMM. ..._
..wvo 7_ ....55. i _7 W9.
W§$N¥£§§Hfi .1 E5 73
53 7d
. .57 7
\555..Wb..5\

5.5.. mm ”\5 5515.5 5.55%

a b at. a

. 5.5. «5.x 5%. ...... 555 a:
555% 555% R555

 

 

 

 

 

 

anhiing it neces: at; to place one column on each side of the

yuassage. For this apartment, one wean will have a span of

L) C H x. q I, y _ - ‘ _, c! C. ‘ N 1, I .11.. . a ‘.-. ,3.

.4 3 , the other tto oe1h3 1 clear. .ne rooi beans in
is position will be cc signa.ed as 343332 and 343331 respect-

Jixrely. The beam adjacent to 343331 will have to be designed

.1c>r these conditions. It will be d€1L15+rd as 3-.;, ,.

ice loadin. will be 1343} per foot ove all the spans just as

V

.\ I 3 a , A ~ | ‘
Iffor 3133 ?he beam dimensions will be mace 12" x 17l' :3
San“. as 3433- if possible.

The maxim n Isoments and shears will be found by means of

‘b e theorm of three moments, the moment at the end of 343335

bl

IDGElNE taken 38 -47,433 as calczlated for 3433.
-447,433 x 23.53 + 2x 36.253

3L55. 5913 + 2 x 24. 4413 + 8.75;: 3 -1 x 1343(13.5)2 + 3.753)

3.4513 3 -53,)33
i3 3 -14,733

 

3:11 3 1343 x 23.50 x 23.55 x l t 47113) _ 411303 ; 14,333f
23.50
?=., - 1343 x 15.5) x 1:.53 x I — 41 333 - 14 733 - 2 233.
3 _. _......__.__.- -._.__1._1_..._i_..._3.-....--_J._..h.-..-1--L-- ..
503)

Zesigg.at Rater ofLflfifD}

' ,

 

154 x 15.5 x 15.5
QS__: 8.13 x 15.5 x .OD)4.3 1.1) sq. in.
stigiforcement: 2 l/2"¢ 3 .53 sq. in.

2 7l'/j..d .2. 1.023

 

Design at Center ETA-3331

a: __ 12,233 x 15.0) x § - 1343 a 13.59 x 3 2 15.53 x 3 - 41.390

i
I

- 13,203

133233 x 12 3 A.01 sq. in.
154 x 15.5 x 15.3

 

_L‘S _: 13.131. X 150:. X .0331‘ .2 .21) sq. 1"].

J

E2€21nforeementz 4 §"¢ ; 1.30 so. in. OK

I3€ssign at Center of 849302

fir

3-: 3 53-53 x 3.75 x 2- - 133:3 x 3.75 x 4333

L" IH
:2
CL!
K]
KI]
>4
I," P
I
,..J
- C‘
-\1
(J
C)

 

I":exnuum _-_ 11.3 : 1433 x 3.75 x 3.75 3 63,233
16 lo
‘0 _-_- 1:31:33 I 12 ; 2.3 H
104 x 15.5 x 15.3
A“s. .: 2 x 15.5 x .3332; 3 .2) Sq. 1...

:Fiesinforcement: 2 %"M 3 .53 so. in. in to

1‘1

2 %"% 3 .53 sq. in. in bottom

:I)€3315n at First support

‘

"J: _: -A-1,300

13 .3 A1'233;;;2 ’- 13.5"

195 x 15.5 x 15.5

‘35; 3 13.5 x 15.3 x .0113 3 1.25 Sq. in.

H

‘ 3e lnforcement :
2 7/8"6 3 1.23 sq. in. tent up from sas331

2 1/2"¢ 3 .53 sq. in. bent ur from 3A3331
1.70 sq.in.

/0

 

b - lb,733 g 12 ; 3.12 "
l b x 15.5 x 1;.3

3

2 ;"V - .30 sq. id. bent up from ELLE}

 

2 %"¢ ; ;:Q_sq. in. cont nueu straigut 13 top of 543332
1.30 sq. in.
3073) A333” 33:35.37. FTCCUICTCLIZI‘ITS B43303
Shear ; 14,353}
Bond stress in u per steel 2 3 x 144O§D : )4}
X 15.5 x 11.33
30nd stress in lower steel - d h 155r

 

1953 x .9 -
3X

: 1
7 x l M.OJ

Bars 1r1 top will be cantinued to inflection point ; 435"

C

m- a . . ,,_‘ g -... ~ . ‘-
.Los? 131‘botton will be continuco 0.7' bayou; face of Sgbporu.

Q7

éteaJ"taken by concrete 3 I x 3) x 12 x 15.5 ; 3.153?

8

 

 

\f' ,

-‘a" - ;§;LJ)D - _‘: .73 SQ. in.
14’ '\.)J'O X 1505

’quireS 3 stirru*s.

1
1 2.11 ; lb"
3 s 11% - 23%, :9

'2' v.
send nJgirg at 57" from suhport.

 

 

Bond stress in upier steel ; 8 x 13.3)) 5 137;
P7 1 ° ' ‘, '-\
l A .../OJ A .9on

Bond stress in lower steel : g x 1:4330'x .6 ; 152}
'7 X 1 - K. ~- I ‘
‘ AJJOJ 1x *oJ

1

‘ars in top will be continued to inflection point 5 47"-

» 1 1 , ~ , . p I . .
Taose in tne ootto: till oe continueo b.7' into sanport.

 

. , ,_ , I
a]; 13133) - 813' x 23.23 x 12 3 53'
13,333 2

Requires 3 Stirrups
Stirrup Spacing:

l G 5" :2 5“

l c: 11'" :- lb"
2 e 111; 23}, 39"

Benn oars at 57" fro; the support.

fl
-—m’\‘7"\ a?“ fly -.. T‘ n— fiflvf'fl‘f 1" ”7
,. .1 - ~\ ~*“UI . ,n .1 31
U "J -0—J 5.5-. J- :1 5L4 :.. 5.3.1.“ (4“ -1 D c—IJ

 

BJno siqr 's in upper steel : 3 x 12.233 ; )5}
7 x 13.5 h )-5

30nd S1Lress.in 1 wer steel -

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vontizuie bars in too to roint oi infleCJion‘: 61$".

5'“ . . .

iflose irlgbottom will be continues 0.7" Beyonu face of support.

JD - .32 SQ. in.
J

‘fiquirfies 2 3/3" stirrups Spaced E aid lo”

de 4 1 n
n“ LDears at 4;" from su port.

 

 

 

 

 

 

 

xaximum shear at other end 01 3"333l - 1340 x 15,5; x % ; 13,33)
33nd stress in upper steel ; 3 x 13.533 - )7¢
Bond stress in lower steel -8 x 13153) x .9 3 115}
7 x 15.5 x 3.33
Continue bars in ton to inflection point - 29".
Those in bottom to be continued 5" into supports.
A - 16,503 - 815; x lc.o) k 12 3 21.1"
13,533 2
Shear taken by C=teel ; 16,533 - 3153 X 21.2 ; 23,”33§
2
14,033 x 1A
“88 2 3/3" stirrups spaced 5" and 13".
Gene bars at 47" from sucport.
TONE AND SHEAR FEQUIRZZENTG IN 343332
Shear - 5893?
Bond stress in.unper steel - ; x 5393 ;,545
5 X 150) X 8.0.)
:3 .. , ..
sond s13ress in lover steel ; x 5563 x .o - 05g

Contiruie bars in top to point of

an
inose :in bottom 3 into support.

no Stirrupm required.

15.5 x 4.03 ‘

.3 H
L.

inflection : 4

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

  

 

 

 

  

 

 

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These three beams occur over the inartucnt A

at the rear of the building and are continuous with the

(I)
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load Which will be taken as 134«?
of the been, just as was done for 5433. This it‘1rjnre is slifhtly

does n;t extend over the hall. This

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.ke cire of an; extra lOfiClST that might be pro-

this beam. Since

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duced by the roof slab running narsllel t
the member ¥A332 sunnorts one end of ABA, it will be subjected

to a concentrated load of arrroxitately 1213 x 2} - 3153?

1‘7

located 2'h" from the end of BAQ, .

In order to determine the stresses, the theorm of three
moments will be used with the assumption that the end restraini
is l/lf) WL ; l’hj x 13.33 x 15.33 ; 23.3 over the exterior

SQ2POI%;, and

VIN 2 4-7 ,- I ‘ a
1/12 .11 _3 1:42 “ 23.30 x 13.5) : 12.h ov_r to third ixterLus
12
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apolyiJ1g the three moment tneorm to 34332 and BABE}, and then

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L_/.\..

["173-13. f 421.10 431 4- 333 :. “7‘31

 

 

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1,2: — -22

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D3313} 3 "33710? 337330???

F ('1 ’
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Point <>f maximum moment

1.71 - 12,) x )JDB - 1.34 X )

AT FIRE":

133233123???)

 

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1)) x 15. ; x 19.5
‘P‘C‘ __-_ .rfi1w 2 ." 132.: ‘--_ '7"? -

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Point of maximum moment JLZ‘ ; b.95'
1.34
3.: 9-3 X 6-15 : 242§lé-§ 22-1.liifi - ‘32 : 13-3

joment under concentrated load

 

5.: 15.7 X 2.33 - 243:iZ 2.33 i l 33 - A9.h : ~7.3
?
b; .12.:- :- 12 .... .-. 4-3 "
104 t 15.3 x 15.5

A2,: 4.8o x .J))& x 15.: 3 .71 sq. in.

as as AT 231:3 INTZElOR surrosr

“El '2’ P3733133?
Center of BABEA
0
2 7,/8' d :- 1023 SQ. 1:10

 

2 1/2" 35 I. -...2‘)
Toto] 1.73 sq. in

Exterior snpoort
22 7/8" 3 ; 1.23 bent uh from BA334

First. and second interior supports
i3end up 2 7/8"d 31.20 from 34334 and continue across 5A533
Corrfioue 2 1/2" 3 11 bottom of 34333

Third lritorior support
Berld up 1 7/3" 6 from 34334 2 .50 sq.io.

Eermi up 2 7/8" 5 from 3433 3 1.29

ll
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TL)

lied 1 7/5" 5 straight in too

Total 2.43 Cq.in.

ax| Y 1““ T‘T/‘JY 17—:T-gv-12‘Y.‘1:0
33$) --nJ :1 oifilwnnio

583A?

Shear at exterior support

stress in upper steel

”)3
.5 x 5.

<I.<
Ul Ira

U?

1

4

7

Bond stress in lower steel

0

u .
1:1“.

3-

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x
x
Alllbars will be continued

Unit shear

- )

 

Total shear taken by steel

— .

‘13)) x 42.5

3/8" round U- tirrups

9t which bars he

vnq‘r
L..- v

2)"

.1.

8.?
11.3

1? BA334

‘ I
12,? 1M
at sup“ort
173?
at point of inflection

#

fi/

.
(u

into the support and

- 79-35

8154

x 12 42%"

; 130,133

sq. in.

bent down

3-: X 1505 111:"

Revised stirrup spacing

l S 33?" 3g"

1 {73 81‘" 12"
1 Q 11" - 23"
Bend bars up at 423"

Shear st interior support - 3.733}

Shear taken by concrete ; 3.53J

a 2 (9723 - 8,53) I 7.5 Y 19 - 15.5"

3733
Total shear taken by steel

97gg_ sir) x 14.5 : 11,2)3

..V ; 11 233

Use 2 3/8" round -stir.ups spaced 5" and 11‘"

Point of bending down bars : 1:5 X 12 ; 22.5"

4
Bend up bars at 35" from support.

BOND AND SHEAR FETUIFEJEXTS N 34332

\

hear at second support - 3.3

H
O

a

oince this is practically the same as in 3&334, the same
design will be used.
:flzear at third support - 13,733;

‘

Shear taken by concrete

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223229;-9152 X 70 ; 324,330?
2
NAV : 2§£922_‘~fl- - 1.49 SQ. in.
14033 x 13-:
Use 7 3/8" round U-stirrups

Boint at which bars may be bent down

 

lb I x 12 ; 321"
l ,

l C .3331 - 2.73” C 23" ; 2%"

3 3 .33a : 0.1 3 @ 6" z 8%, l&%,23}
2 0 .13a 3.3 l 3 13" ; 33}

1 6 .23a - 15.2 Send bars at 44”

2 ® 11%" z 47%, 5)

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occur only twice in the whole building, the din nsions will be
made the same as 3433 to economize for; mork, and the stresses
Will be conputed y approximate fornulas rather than by apoly-
ing the three moment theorn.

The center to cezter length of :433o will be 13'5"

and the clear span 12'5". I
The loading on 54339 will be the roof reaction of 510%
plus the bean v.ei;h of 223; making a total of 73)#.

The span and loading of 84335 will be 23'02T and 13409

Just as they were in 3433.

F1)

'T“P“DIOR 220n'
““ne moment Will be taKen as l/lo ”L2 and t? .e shear as .ATL

1‘; jig x l2.h2 x l2.A2 3 l2 ; 84,500
10

b.: x - 84l€33 — 1.51"

-. _ - fl--‘—.-‘~--—.—..“-‘ —

1)) X 15.5 x -:.b

" pbd " o)].]..1 X 1081 X 1505 " 0318 SQ. 1:10

C‘
0-— _- .-

v ; .A x 733 x 12.A2 ; 3,9bo;
emcee or EKTZRLOC SIAN

The moment will be taken as l/lJ WLB

1:9 X 12.42 X l2oh2 X 12 ; 135,333
10

‘0 - 2‘1

: l: 3‘
K5? 194 x

A ; .O))h x 3.43 x 15.5 - .49) sq. in.

IRE 102. SUP2OFT

Phe moment will be taken as the larger of th two values
qr 2 a. “If 1 ,u f k y. N p A 1. , ‘1
31L] anoi42g- anere the suoscripts reier to the first anu

10 12
second spans.

3 ; 1L3 ; 7;_x 12,12 x 12.A2 x 12 ; 1J5,33)
1o 1)
1 ; TL? ; ;:_g x 23.39 x 29.59 x 12 ; 551,)oo
2 12

A bending moment of 361,033 was found to require a breadth of
12" and an \3 of 2.1 sq. in. when designing BABE.
Shear in 342 o35 13,3)0

Shear in BABZO ; .5 x 733 x 12. 5150
CENTTR OF IKTTPIOR 32“?

311..

the moment will be taken as 1/12 WL2

M - iggo x 23.53 x 23.35 x 12 3 529,03)

 

'" 12
K : 5221222 ..-___.: 195
12 X 15.5 ‘ l3.5

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The moments and shears will be approxima+e1 the same as in
8433, making a new design unnecessary.
RElNFORCING
Senter BABES
Bottom 4 7/8" fl - 2.A3 sq. in.
TOD 2 7/8" ¢’ ; 1.20

Senter BABBb

2 5/8" 5 - .01 Sq. in.

w [I llli - llilll...by.lliv', Salk...’ a: Rhwmifll. V9145}: ..‘

. ‘..,u-..na...wmafiu!m.. - ; .. .

Interior Suorort

 

3 7/3" 6 - 1.8) sq. in. bent up frog ZLJEj
1 5/5" 6 _; __.=__l beat up from BABZo
Total ; 2.11 sq. in
Exterior suooort
Bend uo 1 5/8" 6 - .31 sq. in.
BOVZ R3QJI?EKT'T3 I? 34235
Shear 13,330
Bond stress in lower steel at inflection point
u ; 8 x .5 x 12.322 : 223? Continue the 1 7/3" 6
7 x 15.5 x 2.75
13.33 ; 11:" beyond face of support.
Bond stress in upper steel at support.
u ; 8 x 3,333 - )).5f lontine the free ends of

7 x 15.5 x 13.21 ‘
the 5/8" bar to the point of inTlection Which will be

~. .. - . H
tazen as the fifth point z A)?
BOND R?QUIF3$?UT3 W B 335
(1

shear ; 5450 at interior support

Bond stress in lower steel at inflection point

 

u z 3 X .o X_5450 ; 1235 Continue the 1 5/8" 6 8%"
7 x 15.5 x 1.10
beyond the face of the supcort.

Bond stress in uooer steel at face of suroort

u z

8 x SASS : 39.3? Costinue the free ends of
7 X 15.5 X 13.21 '

the 3 7/5" 6 to the point of inflection mhich will be

taken as the ousrter'point ; 33" from the sipport.

Shear : 3543 at ex ernal euphort

 

33nd at inflection point
u ; §_§_:5 3-22£Q__ : 52
7 x 16.5 x 1.))

Bond at suooort

f This requires special

anchorage. ill bars will be hooked in the sipport.
SHEA? R2231?EICH“S N B4335

”ince the snear is the same as in BABE, the same stirrup spacing

The code requires that stirruos having a minimum size of }"

and a minimum spacing of B" be placed along the comnressive

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Init shear : 5A5) - 33% Yo stirruos required, but 3

 

will be used at spacings of 5" and 11%"
Hiear at e Aterior Sipport ; 3543?
This does not require stirrups, but 3 will be used at spacings
of 5" and 11%".
Bars will be bent up at the inflection points, which will

be taken as the fifth and quarter points of th e clear span.

 

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73

SWORT ROOF SLAB

It will be necessary to use a short roof slab next‘
to 485 at each corner of the buildin . This slab will be similar
to that previously designed, with the exception that the steel
area will be reduced.

The slab will have a total length of 7'1", or which

2'7" projects as a cantilever.

Using a total.load of )0% per foot as was used for tne aain

cv-

slab, the reactions will be 510} and 2103 respec ively. The

corresponding shear and moments are too small to aff

(D

ct the
design. The Joists will be made 4" wide as before and will be
reinforced with 2 %" square bars, one in the toe and one in the

bottom, all bars being hooked at the ends. Yh minor details

will be the same as for the main roof slab.

 

 

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This beam is a continuation of 3A;3 over the rear
entrance, ios position be mg similar to that of A3335 over
the main entrance. It has a length oi 2D'oa and a loading

f

“'7 R

which rill be taken the same as or BAJJ. since its span does
not differ greatly from that of 3&3} (2J'o:"), the design

"1/\ Y ' -' 'I“ fl" '.
Will be mau- exactlx the sane as that of gel}.

0

of tne chain

01

This beam is one of he Special link
of beams extending around the building and supporting the
exterior edge of the roof slab and the parapet wall. it has a
brick to brick ength of ll'll§", giving a clear span length of

B'TE" assuming columns with a 12" face. Its span 0-0 of

Cd

colinns is 12'3" approximately. Phis span length will be use
in the computations.

The loading will be taken sinilar to that of 431,
the concrete cap, brickwork above bean, and the beam itself
having a total weight of 3333 per foot, the dimensions of
435 being made the same as those of 431 for simplicity of
construction. Using a roof slab reaction of 213} gives a total
load of 519? per foot.

The moment at the center will be taken as 1/8 TL2 since
neither the length nor the end restraint is definitely known.

C—g_..._

1:1 - “’L2 - 512 x 12 x 12 x 12 : 112,ooo
8

 

7 z :1; :- 22 X 12 _-_ 3123:
2 2
Taking d z 13:" as in A31
'3 :. -31 7: 2:24:23) u _: 3.02"
K32 15A X 13- 5 x 13.75

.1417 sq. in.
T"Ginforcingg

Use 2 5/3" round bars : .01 sq. in.

 

 

ghear
v ; §_§4Tl§l_‘ .__ ; 28.3; Ho stirrups required.
7 X --9‘ x 13.75
D ,-.. . ‘
aond stress u ; g x 3123 _1_. _ ; 1323 wnicn requires
7 x 1.)7 X 3. 5 special anchorage

One bar will be run straight into support and hooked.

, +1 v . 1 1
owner will be bent up at tne fiftn point 3 30" from support.

 

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. -. . ....4
p'A 4.1L-/' 4. s .30

This beam is adjacent to 435 and at right angles to it

...]

It will have a clear span of l.‘ 22" and a c-c Span which
be taken as 13.5'.

The loading will consist of a concrete cap weighing 73% per
foot, the beam itself weighing 115# per foot and the brick;
work above having a weight of 233%, giving a total of
approximately 400? per foot.

M

2 Egg X 13.5 X 13.5 g 9,133
b I 21....1‘33 X 12 _: 3.52"

 

lb4 x 13.75 x 13.7
As : 3.52 x 13.73 x .3092. 3 .455 Sq. in.
Use 2 E"¢ ; .88 sq. in.
Bend bars a- 21” from the support.

No stirrups required.

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9—.1'3"! ' F‘
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This girder extends across th e exterior side of the
end apartnents to support tn: parapet wall. The loading .ill
be similar to that of 431 so that the dinension: of the girder
the same as those of the beam, if possible.
The loads will be: concrete cap weighing 73¢ per foot,

the girder itself weighing 115; per foot, and the brickwork

above the girder having an average height of 2%' which will

[D

be considered as a uniform load of 38}, making a total

uniform load of approximately 4334 er foot.

IT)

The clear span will be lS'i" assuming columns with
a 25” face, while the span length used in designing will be
16'0" 1 ho or 7 "‘ "' ‘ 1’ V“ f " 4 I
- s nce the girder is si-p 3 suppor.eu at one end.

40.2.gL2 ; 929.; 15 x 15 ; 12,830}

As.: 4-35 x 13.75 x .QJ)4 ; .64 sq. in.

.
.1

-end up one bar over each support

La.

7 ..-. ..- _ .- m
Bow Mu aim.— REQJREI‘? cs

L41“-

3233# at each end

 

 

2" _-
11: §_X 3299 ...... ; 25/3
7 x 4. 71 x 13.,5
Unit shear ; $209 ; 23.)»

One Dar will be vent up at 33” from exterior support, and

one Dar at 12" from interior support.

All bars to be boozed at ends.

77
use n q .
2 3/3 stirrups at exterior support Spaced 5” and 104".

U.

0’.)
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1 3/8"

stirrup at interior support spaced 17" from support.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

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TLis girder extends across each apartment over tne divid-
ing partition and ties the exterior seams and co

ant to the hall. This must be done or the expan-

)

\

those adja.
sion and contraction of the roof slao will send the exterior
columns and gradually spread the building apart. The members

'111 extend from the exterior support (column) to the hall

column and then across the h-ll and end in the beam on the
opposite side of the hall. The portion framing into the

exterior column will be T shaped with 2 i"d in the sten to
support the weight of the beam, the stem being made the same

Width (4") as the partition tile and 4}" deep. The flange

Will have a thickness of 3%" and a width of 12", and will be
reinforced with 4 E/B"d connnected with E" ties spaced l2" apar t/

7“»

~49 POTtion extending across the hall will consist of this
flange only, the W0 bars in th’ stem having been anchored in
the column. 411 bars will be anchored with full hooks in the

supporting nember.

 

 

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fl TK‘KT" "N‘Y
D .4 Jiiv.‘

3
Apartment Floor
and

iupporting dembers

DESIGN OF FLOOR :3 3? APAFTXENTE

roof, a one way hollow tile system being sued. Since

loading is heavier than that of the roof, it will probably

be necessary to use b" tile instead of 4".

The loading will consist of an assumed weight of

floor of: 40} per sq. ft.
Plaster ceiling 5
2" concrete and linoleum surface 25
Live load required by code ___£Q_
Total load 130/ per sq. ft.

This figure will be used in the general design of the floor,
special provision being made for the loads occasioned by

the various partitions. This will be.cared for by increasing
the steel area whenever possible, the size and spacing of

the Joists remaining the same. When this is not sufficient,
the Width of the joist will be increased, the depth being

'I . _ , - s
aept the same thruout the design. This metnoo will require

(”1

slightly more steel, but will .reatly simplify the construct-
ion. I

The clear span from the exterior beam to the hall
beams is 13'10" while the clear span over the hall is 4'73".
In the center of the apartment adjacent to the porch, the
clear Span Will be reduced to 12'10", the remainder extend-
ing as a cantileveru The porch arch will extend along the
end Of this cantilever {0? tion and Will be supported by it
as far as possible, just as the roof was planned to carry

La

t“e arch 0V6? the third story porch. The tile will not be

 

/07

continued to the edge of the porch, leaving a concrete area
in which reinforcement may be pla ced transvers> to the joists,
thus forming a bean across the porch which will aid in
supporting the porch and the arch.

?he bending moment used in the design will be
1/10 TLQ as required by the code for uniformly loaded exterior
spans. There the floor is subjected to concentrated loads
caused by partitions, the moment due to these will be cal-
culated in the usual manner and added to the noment due to
the uniform load only. Vhis proceedure will give the moments
accurate enough for practical purposes. The monent due to
the partition loads will not be reduced by 2/10 since the
partition does not extend across the hall and so develop a
balancing negative moment.
hOMTVT DUE TO U IFOP I LOAD OF130# PER FOOT
m

".13 i9 1:15.81: K 1;er _._ 33,0

- -
-m—

l 10

 

Assuming a floor composed of 3" x 12" x 12 tile spaced

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(T)
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apart and covered with 2" of concret

be as follows.

tD
[TL

Value of t/d ; 2/7.25 ; .275, assuming the steel to be plac.

2" from the bottom of the floo

r. Table 5 of the Handbook
shows that for this value of t/d, K should equal 155 and

p should equal .0083 to give a T-beam with balanced reinforc-

 

ing, when f3 ; 20,000 and f3 3 1000.
b _-_ _—. 36):) x 12 X 1.2 7.27"
KG 133 x 7.25 x 7.25 12
7.27 x 7.25 x .0083 3 . 453 sq. in.

This requires 2 k" / per joist ; .50 sq. in.

v
kt

£011. CUT UIID'CP. 3171111333 FARTITIJN 5.3373230: 213433413 ITS
Span 12' 1)"
Load 90# per foot uniform x 16/12 3 120? per foot of joist.
Wei5ht of 2" solid partition 9;' hight and weighin5 2o# per
sq. ft. of area, 3 185} per foot.
moment due to floor

120 x l§3§fl x 12.84 3 1)30

10
.koment due to partition

 

185 x 12.8” x 12.84 3 3320
8
Tcotal moment 3 at 3 5800
ha 3 53)) x 12 3 3.55"
155 X 7. 25 A T-“S

A13 3 3.75 X 7.25 x .0088 .8A4 sq. in. Use 2 2"d - .88 sq. if.

Sinear 3 (185 + 120) x 12.84 3 1360
2

Allowable shear 3 41': x 7.25 x 50 3 1720
Siiear is too large and will have to be reduced by increasing
tdle width of stem.

_;_30 1123 3 .
7-25

K»!
\M

This joist will be given a width of 4}" instead of 4", the

p
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U [

deepth and steel area b{.'in5 - ep; th-
LSOIIIET‘IT III BLAIIS LJNL‘VIR BTDF’LOOH AI‘JD CLOSET
'Pllese beans must support the closet partition as well as th
'Udiiforn floor load. This will b- a concentrated load of

9% x 20 x 16/12 3 247% per joist at a diatance of 3'0"

* Pom the support.

LI}: _, 15 x 130 X 13.81% X 12.014- - 2830

I2 ‘10

‘1p 3 247 _L 3.0 2' x 12;.‘34 3 370
12.34 2

m .,
LCJtal moment 3 A: _ 3230

 

b - :230 i 12 __ 3 4.75”

135 A 7.2: x 7.25
:XS .2 [+075 X 7021' X 03);): _: 03»); sq. 11‘. “5:13 2 %"5 " .3) SQ. 1:10
Shear - 130 x A ;2.34 - 247 x (12.81 3.0) 3 1300 OK

 

.Load 130 x 16/12 3 73$ per foot of joist.

Shear'3 173 x 16.84/2 3 1430; OK

 

bis 3 7.03 x 7.25 x .0033 3 .505 sq. in Use 2 %"/ 3 .50 sq 1..
EITAHS UNDER PARL05 ND BAT? PARTITION
Lionent due to floor load 3 Mf 3 5330
33hear due to floor load 3 Vf 3 1430
Ihartition will nroduce a load of 3% X 20 3 185“ per foot, for

‘1 distance of 4'0".
LID : l§§.§_fl h 9-5112221. ; 753
2 A ).84 X 2

I
7’

to 3 6123 x 12 - 3" o
155 x 7.25 x 7.25

(I

9 x .0033 X 7.25 3 5.75 sq.in. U"e 2 5/3" 5 3 .51 sq.in.
DEALS UI‘IDEF; PlPL-OR ARI) 5N1“?

2.1:. 5333 V1" 1457)

*U

concentrated load of 247? 4' from end.

7 U

artition will produce

24 2 4-5.12122 .; 494 at 3 5374
15:84 x 2

247 x 12.94
~7:3:34

E) _ 5&14 x lg — 3.55" is 3 8.55 x 7.25 x .00333 .351

- 155 x 7.25 x 7.25

use 2 5/8" .5 3, .51 sq. in.

E.
f
I

133 Vt 3 1543 on

-
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3333A-” UFIZJISF. Ps1..‘l‘lTlO-‘I SEEK-3.5:: PAF' OR AIL 3323:0011

The partition will extend along the beam to within 4' of
the support, giving a uniforn load of 1352 for this distance.

1

sinze there will b) very little live load along tne partition,

this value W11

I.)
U‘
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reduced by 40 x 16/12, leavinp 132%.
At the 4' *oint there will be 3 concentrated load of 247$

duj to the cross partition.

.L

Zip .2 1:2.-Ellgsgg X

- 2.92 x 4.42 x 132 - 4163
2

 

v0 ; 132 x 12.84 (15-3d-12 3
:. 13.34
.1, :. 13.034 4 = 257°

Increase in width of joist for shear

 

b 3 10:34 x 12 — 14.3" cc °
155 X 7.25 X 7.25
As 3 14.3 x .0038 X 7.25 3 .943 sq. in Use 2 7/3" 5 3 1.20

fiv-fi ‘01 'v‘wh-fi . “.""‘IT‘| nf~
D‘LAALJ u-~.’..J."..R Dial/R v-4.

: _ 494 75

There are two partitions one at 4' and the other at 7' from
the support. The first 0' tnese nae already been used and found

to give the previous results.

no 3 24] x z x 16.84 3 865 it _ 5713
15.84 x 2
16
c _ 247 x (15.843- 7.0) - 144 Vt
15.54 x ‘

 

V

1790 OK

 

 

b 3 §7493x 12 3 9.9” OK
155 x 7.25 x 7.23

AS 3 9.) x 7.25 x .0088 3 .632 sq. in. Use 2 5/8"5 .51

 

 

7 a 7014.1“- HI

 

 

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"1 'f" 77*7T‘N‘I A”:’VV 1’ (“1 7' fl" 3-. '1. \"'v1. I‘v A“ “Harv-fivflm’.‘
. , ,.4 F [' .... .. . . .. -- v. .
Bn‘nXL; J U.‘u..4 . .. 1.5.LLlU-J dug; 34.14.. .1 . ...“.AsiLU

The ,artitions are of gypsum tile and pla ter, having a

weight of 21% per square foot, taking a uniforn load on the

beam of 9% x 21 3 134% per foot. in figuring the nonent,

 

this value Will not be reduced by the live load since this
t;pe of wall is not at all Self supforting lice the solid
plaster partition is.

Mp 3 124 XQ15.84 x 13.34 3 6)00

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2

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1.1t 3 12,23.) v. 3131

Increase in stem width to reduce shear

1720 3 1.)" See 3" st

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) x 12 8.1" K
:2

 

3r. 1...... ‘.,.,.|.. .

 

SETS 88

//Z

133313.: 0” 37.31.1233 $21335. APE. A

BQAIE UN £3 BCD?0“J AXD CLOSET
v ' 3 ‘ ‘ ., " ' . n _‘
Tnese seams are crossed O“ a 2 solid plaster partition

t a distance of 3‘ from

3‘
SD

Uiving a concentra ed load of 247$
the support.

A. - 241_x_ 6 x 13. 34- 741
1.).84 A 2

 

 

n. — 6.21 v~ - 1619 OK

- ).D” ox

A

2
2

4 - 3 x 7.25 x .oos3 3 .574 so. in. Use 2 3/8"5 3 .61
P

‘u'fifl 'H T '9 TN". ‘7— 1" flv‘, ‘1' r“vqrfim'W‘ffiiw n‘ \fl'fliq V} “W v-1 vfi fi-f‘ 1-‘1
£11.11 .) 11.4..- LP -1311'1 10.: .33.; 2.1:.- 414v) ti. A31) 11 '1'0-1-4211‘1 1.1.
1r 1 ’

m - 6121 f ; 1&1)

Tnis bean is crossed by a partition 6' from one end and
also carries a partition from this same point to the end,

giving a uniform load of 185? per foot over this distance.

 

mu 3 1s5 x §_;_§3§ 15.34 3 1664
lo.8 A 2
Vu ‘ 185 X Q X 1308A 303
l J . (J11

:5 u
u

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.4
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3.;

252)

371§5; 12 3 11.44" as
25 X 7025 °

A .0033 x 7.25 x 11.44 3 .73 sq.in.

s :
We 2 fl"¢3 .83 sq. in.

Increase in widt I: for shear

’4

2522-:__Z§2 ; 1.115 U.

7.2

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BEAJ ENDS? ?ARTITIQH 33?? E: BCZEJQi AND SCUDY EJJJ
- , r
if _-_- 538) If _: 124?.) )

he moment due to the transverse partition will be 741
as previously d ternined, but the shear at the exterior end

will be §_§_24 3 831.
111.84
A partition extends from a point 0' from one upeort to the

O'-
r

other support, giving a uniforn load of 195% per foot over

 

 

this dis tance.
Mu-Z 185 x 13.84 x 11.423x 15.34 - 15.84 x 135 x 1Q 33 3 4913
1

13.34 2 2 ' ‘4:
2

185 x 10.84 x

C
h

D

x 7.25

s 3 11053 x 1
155 x 7.2

 

48 3 16.25 x .3033 x 7.25 3 1.338 Use 2 7/8"¢ 3 1.23

Increase in sten width for shear

221: - 1720 3 1.65"
7.25

CI
(1)
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U1
3?
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BEAJ UNDER STU‘I fiJD K TCHBNETTC
Besides the partition at 6' from the support, here is an—
other partition 938 from the support, giving a concentrated

load -f 247? at this point.

3 . 8‘)l _: 1172

 

V,3 - 247 § 7.34 - 133
V ._ 7293 Vt

b _-_ 7293 X 12 . _ 13.7" ' 0v
155“X*?725“X‘7725 "

1727 01

i
d
I

As.: 13.7 X 7.25 x .0333 3 .385 sq. in.

Use 2 5/8"d' 3 .51

3:1; 33*: PAFTITIOT 33??32: 22333;: 135 STUDZ, Ad:
J - 11333 I ; 2)13

7'

Besides this, there is a partition , from the supp
partition will be considered to have a weight of 25

square foot 9 25 x 9% x 16/12 3 338;
l

o
I

 

ME .11492 Vt ; 2958

155 R 7125 X 7125

 

A 15.93 x 7.25 x .0035 3 1.38 so. in.

S 2
Use 2 7/8" 6 ; 12) sq. in.
Increase in width for shear

22§§_—1zgo ; 1.72” Use 6" st
7 .

BEAJ um ER PAAEITION s TYEEN PAFLOE AND BATH

L-

H 2 7293 V ; 1727
This beam also carr as a uniform load of 185% per f

a distance of BF'.

 

 

 

Mu : 905 X7135¢X A075 X 1508A ‘ 1003 X 185 X 1.03 :
1?.84 K 2 2
Vu - 185 . 3.5 x_;§.§2 ; 1260
10.8A
Jt ; 113’5 Vt ; 2337
b 3 11335 x 12 — 16.7 o:
155 X 7.25 X 7.25
As - 15.7 X 7.25 x .0033 ; 1.355 sq. in.

Use 2 7/8"o : 1.23 sq. in.
Increase in width for shear

2)sz - 1723 ; 1.75" Use 6"
7.25

H4

THRU 91TH

OTt. This

fi
.r DGT

OI

em.

oot over

#5

Since 2 5/8"é per joist are sufficient to care
for the bending nenent in most of the joists, this reinforce—
ment will be used, large bars being substituted in the few

oists that reouire then. The ‘oists with a 4" stem width
- J

Lu

were generally found to be of large enough area to care for
the shear withoat the use of stirrups. In the few joists
where the shear is excessive, the stem will be widened as
necessaTV. These variations are shown on the plate iith the
floor plan.

Before the reinforcement can be coneletely designed,
it is necessary to Know the bending nosent at the exterior
sapport in the joists that extend as cantilevers over the
porch. These joists will be figured to carry the live and
dead load of the porch, and also the weight of the arch OVer
the porch and the brickwor? sunported by the arch, thus
relieving the arch of all load as far as nossible, just as
was done when designing the roof. If the floor joists cannot

carry all this load, the ends of the joists “ill be designed

as a beam betwe n the oolunns and calculated to subvert the

(D

riemainder.
DESIGN 0? CAITILTVTR A? THE SUPPORT
Total load on floor 3 172% per foot of joist.

Cantilever arm 3 4'0" clear.

vw

fionent due to loor load 3 4 x 173 x 4/2 3 1333

Load at end of cantilever

Concrete areh 190? per f90t°
' ' ' ")r.‘
Floor cap 3 x 8 x lSO/lA‘ a)
'9 'I . . 2 ’ ' - ’f
Brickwork--nax height 1} 32/2 A l} 32

Total maximum 187$ per foot.

//6

Load per joist 3 137 x 15/12 3 253;
x 3 250 x 4 3 1333
M, 3 2330

U

b 3 gng x 12 _
13) x 7.25 x 7.25

I
to
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?:

 

AS 3 2."3 x .0113 x 7.2; 3 .23 sq. in

g).

the e ~e of the porch there it will be hooked. The other

bar will be continued in the bottom to the edge of the porch
and hooked also.

One bar will as cent up at the quarter point
and carried over the two interior supports and ended at the
fifth point of the.next span, thus giving the same steel
in the top of the floor over the hall as in the botton of the
long spans. The other bar will be continued in the bottom

across the two supports and ended at the outside face of the

(I)

econd, to give the sane steel in the bottom as in the tOp.
All bars will be bent up at the quarter points

except over the exterior supports where the bend will be made
at the eighth point.

Since a stem width of only 2.87” is required in
he cantilevers at the support, they Will carry the weight of
the porch as Well as the floor, making the bean at the end
of the cantilevers unnece sary. Nevertheless, 2 5/8"6 will
run between the columns and anchored in then. The hooked

bars in the floor will be tired to these.

 

 

 

 

 

 

 

 

 

 

 

 

 

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iince the floor system is ver; similar to the roof
systen, the various members will be designated in a similar

‘way, the floor bean A333 being under tne roof bean A453, etc.

what difficult to detertine

*4
U
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(D
O
L
Q

The loadings nil

C.
0)
(D
a.

exactly, so approximate loadings will be The partitions
in.the apartments will not be considered as concentrated
loads, but as uniform loads covering the length of the beans.
‘This is only partly the case, but will be close enough for
design purposes.
Total weight of interior partitions in apartnent A:
9% x 115 x 23 3 21,333# 3 4)2# per foot.
Weight of partitions in apartment B:
91 x 125 x 20 3 23,3)3r 3 540% per foot.
Calling each of these 6335 per foot, and assuming that two-
hirds of the partitionl _oad is carried by the hall be ans,
tr.is gives Loa ds of 433 and 233 pounds per foot for he
interior and exterior floor beans respectively.
The code reQdires that a live load of 405 per scuare
foor be used in apartments, and 8N per square foot in all
hallways. In orde to care for this extra load and also to

V

enable the steel to be place‘ in the floor with greater ease,
the hallway floor was designed as a solid concrete slab 3"
thick. These loadings will be used in computing the total

l.oad on the hall floor be ans.

JEMBER 381

I“?

This member occupies a position in the floor system

similar to that occupied by 431 in the roof, except that it

is continuous over two ecual spans Whose length will be taken

as 11'6".
The loading will consist of:
Floor (live and dead) 8.42 x 133
Apartment partitions
Exterior wall 9} x_83
Assumed weight of beam
Total

n 3 2233 x 11.5 x 11.5 3 29,333
13

 

A‘suming bl3 9"

Depth at support:

 

d2 3 22333 x 12 3 197
133 x 9
d 3 14.0"

Assuming d 3 14.3"
Breadth at center:

b 3 23,333 x 12__ 3 10.8"
134 x 14 x 14

Qteel required at support
Steel required in center

CD
0)

Use in center 2 3/4"¢ -

2 5//8'.ld " 0

sq. in.

O\
H

sq. in.

 

Total 1.4) Sq. in.

13)4# per ft.
233
743
-122

21)4# per ft.

OK

OK

Bend up OVer support 2 3/4Ӣ from each side giving 1.77 sq. in.

ovzr the support.

OK

n50

833D A23 332%? EiQUlREJEXTS KT IICERIOE SUPP3HP
. I
Shear 3 .o x 22)) x 11.5

Bond in upper steel

 

Continue oars 13.33 13" b: and inflection point 3 45"

:Shear taken by concrete

3 5533

1 x ) x 14 x 53
8

 

 

 

a 3 (15153 - 553)) x .5 x 11.5 x 12 3 515"
15153
Shear taken by steel
151:0 - 5533 51.6 3 2 3,333
2
:TAV _'_ 333233 . _-_l.27 Sq. in.

Use 5 3/8" round U—stirrups
Allowable Spacing‘: 2 x 14 ; 103"
Stirrup spacing

1 .64a

«a

(TD

.13q 3 5.15
.153 7.7

3
l
1

G? <9

.22a 3 11.3“
Revised spacing
1 G 2" _ 2"
3 @ 5"
1 e 7" - 24

7, 12, 17

Bend bars at 38" fron support

1 © 10%" 3 43"

BOND AND SHEAR 515" 33,7Vn. '3

.... ,u £1-L.1:_i‘\1;) n1
Bond in lower steel
3

:- x .6 x 1313-3

‘\.-
lt—JIT

 

7 x 14 x 3.)}

Bond in upper steel

0

3 X IOLLDO : 175?
7 x 14 x 4.71

All bars will be hooked in the support
Shear taken by concrete

% x 9 x 14 x 53 3 5,533

EXTERIQ

E SUPTDED

a :0lOllJQ - 5453)) X .4 X 11.5 K 12 2 25.2”

13,133
Shear taken by steel
13,133 - 5,533 x 25.2" 3
2

x’v 3 51,533 3 .236 sq. in.
1E,333 x 14

Use 2 3/8" round U-stirrups spaced at 5" and 13"

/Z/

 

 

 

 

 

 

 

 

 

 

 

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fir; Txfix‘th V..\\ “W“ ““0“.“ L‘
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'“v :2 332

‘ .,
4.-..JuL

This bean extends between the porch columns of
all apartments and<arries the exterior wall as well as the

floor. It ha a c-c length of 3'34" which.will be used in

(J)
r

the design since the member is simpl; sufported.

The loading Will be as follOts:

 

Floor (live and dead) 11.33 x 133 14337 pér ft.
Exterior wall 9} x 83 743
Interior partitions 233
Assumed weight of bean 133

Total 25335 per ft.

moment at center of beam

1.3 2253 x ).2) x 3.29 3 27,433
U

b.3 21,433 x 12 3 13.2" 3K
14 x 154 x 14

A " 1J02 X 14 X 03394 " 1035 Sq. in.

s _ _
Use 2 3/4"5 .93 sq. in.
2 "/8"3 .61 sq. in.

 

Total 1.4) sq. in.
He'd 1. and q ‘-‘.—Q 11 h
D ‘1 up t‘;e 2 .‘ av LI--.V S “pi/Opt O
SHEAR AND BOND REQUIFEKENIS

J

Shear 3 25,3 x 9.2) x .5 3 11,753$

1

Bond in lower steel

4

u 3 8 x 11,353 x .6 3 140
7 x 14 x 3.33

 

Bond in upper steel

8 x 11,753 3 234+
7 x 14 x 4.71

u

-
—

 

All bars will be hooked in support

Shear tsKen b; concrete 3 5,333;

51'332 X 3.22 X 12 :_ 29.6”
11,753 2

Shear taken by steel

11.153 - 53531 x 29.5 3 32,513?
2

NAV :_ 2215)) :_ .47 SQ. in.
14,13) x 14

V ( 1 v - fl " ' w
Use 3 3/3" round J—stirrups spaced 2; , o' and 7}"

Bend bars at 33" from support.

 

 

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JZIj?R 3312

Th1 bean connects the ends of members 331 and

(D

332, naking an angle of 45 de:rees with the center line of
each. It has a c- c len;th of approxin atel; 6' which will be

used in the design. ine loading will e taken the same as

b ;

As 3 5.8 X 14 x .3334 3 .764 sq. in.

Use 2 3/4"¢ 3 .83 sq. in in the bottom
5/3"d 3 .51. sq. in. in the top

B ND ND 513 A? FE QUIREHENTG

ghear 3 2533 X 3 ; 75)O}

7':

QOHd stress in upper steel

50nd stress in lower steel

 

All bars will 3e hogked in the S1pports.
hear t9 ken by concrete 3 5533}

3(7523 i3) X 6 x 12 3 9.94"
7533' 2

Shear taken by steel

7590 - 5503 x 3.94 3 .o,433;

2
NAV 3 13, 433 .353 sq. in-
tt7fifij‘x—tt

3/8" round U-stirrup Spaced

L
0)
(D
H

1r01 the support.

This beam extends continuously the

bul lding carryi

J.

F‘
L;

*3

\lcw- +
.U J

he f1

clear span will be t

/50

l
1.; 3:7

*1: ...J/

.45.)

t

H

oor j as carr

‘3

'Jo

. 1 n .3
men as 13 4% t“

A433, 12" columns being assumed.

The loading will

be considered uniform, altho that

llss 110t exactly the case as previously explained. The uniform
J.<>zaCi per fjot of beam will be as follows:
318L141 floor load
Isad 3 2.2) x 13/12 x 153 3 235#
Live 3 2.2) x 80 3 133
Ceiling 3 2.2) x 5 3 ll
fkgmarmment floor load (dead and live)13- x 13.84 13)4
Ali>es.rtzr.ent partition load 2 2100
Hall partition load 3 ’9 x 23 _-_ 9537
Assumed weight of beam 120
motal load 235)#/f00t-

 

D3319}: A? 3"PDOR'P3
ASSuae13~ 9"
1‘5 :. 1111.2. ; 23.29 x 13.375 x 13.375 3 351,011
12. 12

‘12 _-; 35231313 x 12 3 253

9 x 195
d-.: 15.45" ”se d 3 15%" and total depth 17;"
‘As;_: 15.45 x j x .3113 3 1.58 sq. in.

 

/fl9

13231313}: AT CENTER
Assume d - 17.5"
31 _. 3:;f - 2;;3 x 11.373 x 13.3"5 - 433,330
1.3 lo
1) :1 253.03) x 12 z 8.))" OK
1751'. x 15.5 A 13.)
AS _-_ ‘3 >. 15.5 2; ”NM - 1.17 sq. in.
Reinforcement at center
2 3/4";5 :_ .33 sq. in.
2 1/2"5 ; 4;;
notal 1.27 sq. in. OK

peinforcement over supports

2 3/4"d bent up from each side and lapped ; 1.77

B NI) ND 312 KP. P""'IREIT"‘

Shear ; 23-53 x 13.373 x .5 _-_ 15,7307}:

Bond in lower steel

u _: 8 X 15.7)) X .6 _: 220%,?

7xl—EOSXZ012‘:

The 2 35-";25 will be continued 7" beyond face of su-

Bond in upper steel

u z 8 X 15.1)) _
Ii 15. 5 X 3. 42
Bars will be

1n
he 2 1:";5 may be ent dovn at

the support,
fiQ
one {113 taken by concrete

‘f_-_Zx50x9x

 

continued to the point of

but will be bent up at 36

3 [If

sq.in. K
oport.
inflection ; 49"
the eighth point ; 23" from

" from the support.

5
‘1 :: (151133 - 6100) x 1;.375 1 12 — 43.1"
15,700 2
Shear taken by steel
15.730 - 3133 x 43.1 ; 236,30)

 

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A3331

(EXterior span of A3

B3)

Tie span and loading will be tacen the same as that of

Moment 3; the center and ovzr first interior su part

’ Y
LIA

x 13.75 x 13. 421,933

v; 2

fl

1

75 ;

DESIG' AT T?

[*1

Assume d z 15%", the

b ; Agalaoo x 12 ;
104 x 15} x 15}

 

1.87 so.

A

As ; 12.8 x 15.5 x .0334 : in.

ESIGN A'F SL PPOR'" .

Assume bi 9", d 3 '- 2" and d'/d ;

K

 

PAS

A

m-

n)

x»

\\

4:-

ti
I

I
(n
(D

Sup Bend up 2 3/4"d1fron A: 33

Send up 2 7/8"é frog A3331 -

 

Total
2 + r . ~~ 2 7/4"5 r - 11211 -
“otton--Jontinle , rom ,2, _

“ft 7
”(u

t,"1- v'fi\',' fl"!
LAM-:J-V Ls.)

BOND
in lower steel

u - 8 x .5 x 15,530 _

“7‘i‘1575‘2‘£771 ‘

Bond

147;

.83 SQ.

/35

A333.

OK

1110 OK.

Iknmi in upper s eel at exterior support

\ 1'31 \ 1.4
J — L.“ Jll’

N11 bars will be continued into the support and hooxei

Berni in upper steel at interior support

11.

“1 CO

X
X

l—‘H
U'iLfl

:3) ; 1137
X 1'302

'..J

01"-

the bent up bars will be continued to the point of iiflection
CH1 the next span, while the bars in the bozton will be

continued thru the support and to the same point.

A

Since the shear is nearly th same as in A333,Stirr1ps will

‘be placed just as in that been.

 

 

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/&5

These two beans occur under the hallway near
the rear of the buildigg and are co on 3? LC nit“ $323.
the end span, A3333, is supported at its end on a column,
giving an end restraint which will be considered as
1/16 W12. It has a span of ab)ut 9' 9?" the bean 33:37
framing into it about 5'0" from the end, and providing a
concentrated load at this point whose maximum value will be

1...?!

12,033}. The maximum loading of the part 01 the bean tron

the end up to +his point T111 be 9? follows:

Live load 01 hallway : 2.3 x 30 ; 134; per foot
Dead cad of hallway ; 2.3 h 90 z 237
Weight of beam ; 9 x 17.5 x 130/14A ; 15A
Hall partition : ‘20]
Total 7e2%/ft.

Beyond the concentrated load, the uniform load will be
2350 per foot. This sqme loading t1 11 apply to the ne't
span «3832 whose langth is 13'43".

In the design of t1e.e beams, the hecrm of three

moments will not be used as the loads are too variable on

he end span. Instead, a moment of 1/10 5L2 will be used

 

 

 

 

at the centers of both spans and over the supp rts, the
maximum loading being used.
DESIGN OF A3333
:(ijgle.2zli_§..l7 ? 1553 x 4.7313 I A V ”.79
- r~732_§_b._-Z_2_Y.:JL-.Z; + 12>2_x 5 K Mg) x .«3...
2 '3.79 ) 10 ‘

/36

; .LDD X 12 - 12.)"
‘ (...—1. . .. "' ..
Y‘2 134 x 15.5 x 13.5

y
J
I
.J
R)
><
.J
\
O
U‘
1“:
J
U
W
N.
+-
I

1.75 sq. in.
we 4 9" n: e
438 3 5, ale be1d up 2 OVcr end support.

‘

Bond requirements at eni support

 

3.113 er _: 9/1)_-3_§_:_:_,_33 ,1 3:51“ v 21. '7) Y 2 1+ + $32.22.)-L3212
9.75) 3.79 )0?)
; 12,323?

 

Bond stress in upper steel 3 8 x 12,)JD __ z 15‘.
7 X ls.5 x 4.71

Bond stress lower stee ; §“§_l2,323 v .o — ll2
7 Y 13.5 x A 7‘

All bars will be hooked in the support

['1
S
n)
W
W
.1
O
#3

uireme nts at end .Hpcort

m
g

a we r taken by conc et e : 6,110?

a ; 12,99) - 5,013 x 5 x 12 3 33"

 

 

12,033
Shear taken by steel 3 l2,QQJ - QOQD x 30 : 93,000fi
2
NAV- _ 23 DD) ; .415‘sq. in.
1A, 333 X 15. 5
Requires 2 3/8"e U-stirrwps. Instead, the 2'f"5 will

\

be bent, one at 13" and one at 25" from the support.
DESIGN OF A3332

222 x 13.375 x 13.375 ; 42,033

 

no

'4

‘\
a:

1i
I

1.20

Totsl 2.03 sq. in.

Joment over first interior supnort ; $2,030

 

 

" r . v ,3 __ 9'27
m ; 476 : b2,ggo_§m1i ~. _ -,,
fl- 9 X 3.5 X 1:.)
p : O‘Dl:5 FLS :- OJlES -. 9 X 15.5 ..- 10:55 SQ. in.
p' OOTJ“) -ié ...: 0034:) X 9 ‘: 1_)05 _: 00L SQ. in.

Bend no 2 ;"d from A3833 ; .53 sq. in.

2 7/3 from A333 - 1120 sq. in.

 

Total 2.35 sq. in. in top

Continue 2 2"5 from i333} straight in bottom - .;5 sq.in.

L0
0
S
:3.

requirements at first interior support

Shear in A3333; l2,o33 + 2353 x 4.7) + 333 x 8 ; 15,5035

 

30nd in upper stcel ; g~g_1~,gogl_‘d - 13;,

Bond in lower steel ;_;_5 15429

The 2 Z"¢ in top will be continued to inflection point

43"

The 2 2"6 in the bottom will be continued 13" beyond

inflection point of A3332 ; so"

Since the shear in 33332 is the same as in :33}, tne same

design will be used.
Shear requirements in 33333 at interior Suppgrt
Shear‘: 15,830}
Shear taken by concrete 3 0,100#
Shear taken by steel at support ; 15,303 - 3,130: 9,733;
Shear taken by steel at the concentrated load near
the center of the beam 3 12,933 _ 5,133 : 0,533;

-4-

Total shear t ken by steel 3,729”; 9.533 x h.7) x 12

405,303

NAV _—_ 49351.39.) _: 2.1
14,333 x 15.5

U1

sq. in.

irkiis requires 13 3/3"¢ U stirrups.
Stirrup spacing:
l c 2}"
r- '9 O. '9
2 c 3 ._ 7%., 12%.
Send 2 {EM ('3'. 233" from sunnort

5 <3 6" _':_ 2), 35) 41) 47! 53

 

 

 

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ihis bean extends continuously the width of the
building, carrying the floor just as B433 carried the roof.

.-— , _ N. l’fl" ._ .... a
lts clear span till U3 taken 1D 23 02 the ale as .hat of

U)

3433, 12" columns being assumed.

The loading will be considered uniforn as previously
exnlained. The uniform load per foot of bean will be 2353?
the same as for i333 With an addition of lilfi for the beam

itself, giving a total of 24533 per foot.

DESIGY A) SterFrs
1.; WL2 ; 2433 x 2).55 x 23.53 ; 83,333

 

 

~s ; 12 x 21 x .3113 - 2.84 so. in.

m - WL2 — 2433 x 23.55 x 23.55 34,5oo
—‘—7"- f‘
10 10

b 3 64.51;;‘9332‘4 13.7" 0':
104 x 1 A 21

10.7 x 21 x .33)4 ; 2.14 Sq. in.

C)
c
p
a
w
d
[D
...—1
6C

I
'._.I
01
-4
U

“q, 111.

 

Total 2.18 sq. in. OK
Support Bend up 2 l"d from each side to give

4 1"5 3.14 so. in. OK

/40

 

 

«

v" \v ’77- fltj'fi'\ f" ..an :fi-IVfi‘fP‘i‘N
30-;3 k‘lA) 0.; :J R ‘5—“‘-’JUlO‘L‘-.A‘JA‘ -3

Shear 3 2453 x 2).53 x % - 23,233

kr -

 

 

Bond in lower steel
u ; §_§¢g§.;2) x .é ; 23)? Contique bars 3”
7 x 21 x 3.)}
Bond in ucper steel
u ; §_;_25,292_ ; 133% COduihue ears to
7 x 21 x 12.57
point - 61%" from airport.
Shear taken by concrete '

V _-_-_ ’33 X 21 X 12 X 7/3 _-_ ll,’333#

a ; (25,239 - 11-333) 23.56 x 12 x g ; 73"
25,233

 

Shear taken by steel

_x- 70H

 

(25,233 - 11-333)
2
NAV ; ABSAOJO
14,033 x 21
Use 8 3/8" ¢ U-stirrups.
Stirrup coacing

2.3"

.' . '2
V’.‘ 0 J3.

l
2 Q .37a 4.)"

3 S .023. _: 03‘"
l G .138. " )01"

G)
\J‘l
I
.4
duh-I
...)
m
I H

,4/

L‘ ,. -_. .. 1‘ ‘J.
ouQhu support.

;n31ection

 

 

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33 \ ....miqw/ 3.3 2.
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L _. ‘-..-‘

/43
ME" 325 33334 33333 5333

These three beans occur over th lpartment A at
the rear of the building and are continuous 'ith the beam
8333. All three a mbers will be subjected to a uniform load
which,will be taken as 2A537 per ”oot 11cluding the weight
of the beam, just as was done for 833 . This figure is slaght-

\
1y lar e for the loading of £335 , but this excess will

take care of any extra loading that might be produCed by
the floor slab running parallel to tkis beam.

Since these floor beams are very similar to the roof
beans directly above them, the homents will be pr ort101ed
from those of the roof beams. The load of the roof beams
was taceh as 1343# per foot, giving a loading and moment

ratio of 2453 ; 1.825.

1340
DESIGN T DTMERIOP SUPPORT .

 

DESIGH AT CEETER OF 33534

 

b ; :8. 2 x 1.82: x 12_ — 11.55"
104 x 21 x 21

AS 3 11.55 x 21 x .3334 ; 2.28 sq. in.
D

ESIGN AT FITS'P .N‘ 3330;? D INTE.IOR SJPPORT?

 

196 x 21 x 21
AS_ 3. 67 x 21 x .0113 ; .87 sq. 1d.

 

 

DESI?» 13 T313“ IKTZFIOP BUFFER?
"; £35,333 dc ; 2”,! sq. in. as in 13,37
REIIIFOFJELEEIIT
Ceiter 33334 1"¢ 1.57 sq. in.
i"o - .83
Total 2.45 sq. in. OK
Exterior supoort
2 1"5 ; 1.57 bent up from 33334 OK
Center B3832 2 l"5 ; 1.57 OK
First and Second Interior Supports
Bend up 2 1"6 3 1.57 from 33334 and continue 1
the top across 33333.
Continue 2"d in bottom of 8333}.
Third interior S pport
Bend up 1 1"o 83332 ; .7353q. in
2 1"5 from 3333 ; 1.57
Add 1 1"¢ - .735 straight in
Total 3.14 sq. in.
BOND ND 3331? ”DUIFCJSij IN 33334
Shear at exterior support - 12,)JJ x 1.825 - 23,3)J#
Bond in upper steel
u‘; § x 2;;§33 3 204;
7 X 21 x o. 23
Send in lowex steel
u - §_§ .6 ; 163?

 

1221292-§
21 x 2.71

7 x
All bars will be hooked

Shear ta me; by concrete
7/3 x 50 x 12 x 21 ; 11
a - (23460) - 11.303) 3.63

 

23,533

in the support.

/44

11

top.

Vs-r-- —-—-—-.v—.-I-v—-v—>- nan-n. A

 

.——.—___—_._ _——..

 

-..-“.0

o... ...r-o—u—um—wv—o .~ : .. .

 

 

U)
(U
(D
...J

Total shear taken by

 

(23,531 — 11, 00) x 51.3 ; 333,3333
2
YAV : 333,313 ; 1.32 sq. in.
1&,3JJ x 21
tse 6 3/3" c U-stirrups.

Spacing o f 2 ti rrups

l @ 0043. _: 20/43"

\N

'4

c..15a ; 2.25"

H
69

1 s 2}" - 2L"
3 c 6" _-_ 1, 12.3., 20‘

Send bars at 51" from support.
Shear at tinterior support ; ),7JD x 1.825 ; 17,7J33

a 3 (17,133 - 11,913) x 7.5 x 12 ; 34.1"
17.733

 

Shear taken by steel

17,733 - 11,330 X 314.1" :- 1111,03)"
2
NAV 3 11A,)OJ .1 .: .3) Sq. in.
14,0J3 X 21

 

(03m

Use 2 3/3"d U-stirrups Spaced 4%" and 12
BOND AND SHEA. IN 84332

Shear at second support ; 9.3 x 1.825 ; 17,039;

Since this is practically the stne as in 33834, the same

design will be used.

Shear at third support 3 16,703 x 1.823 ; 33,5335
a : (EO’EJJ ‘ 114303) X $6.2 X 12 ; 95.6"

 

3o,5o3 1.34

/45'

..— w -._._

Shear taken by steel

(33! -'

\ “I
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R) I
[...
,...I
U
U
L;
V
>4
\2
U1
U
I
\u
U
\N
kl
(.2
U

14,093 x 21

 

Use 15 3/8"¢ U-stirrups

Stirrup Spacing

1 @ .013a 3 1.62"
2 @ .03 a 3 2.37
5 @ .0A a 3 3.82
4 2 .00 a 3 3.75
2 ® .0333 3 7.63
1 3 .111 a 3 13.4

Fevised spacing
1 o 1%" 3 1%"
2 @23" 3 4%, 7
5 @ 4" 3 11,15, 1), 23, 27
Send up bar at 45"
3 @ 7" 3 47, 5A, 61
l @ 9" 3 73
1 e 12 3 82"

Continue straight bars to fifth point 3 47"

/46

 

 

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1hese three continuous beams are the snans at one end of

(Li
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w
bl

under the hall in the rear of the bull ding.

The end span, 33337, is supnorted at one end by bean
3A3B33 and so will be considered to be sinnly suprorted. its
clear span will be th width of an apartment, lS‘lJ".

The next span, 833,5 is 12'5" in the clear with a

loading as follows:

Live load 3 5'73" x 303 3 450#/ft.
Dead load 3 5'7}" x 93] 3 505

Weight of beam 12 x 23 x 150/144 3 233

Total 1243T/ft.

4'

1 loading of 1250? per foot will be used for this beam and
for E33 37 as well, altho the load on B3537 will be somewhat
"less than this value.

The next Span 33335 will as 23'5:" the same as B333, its
loading also being the sane-~24335 per foot. All the beams
of the series will be made the same size as B333, if
possible,.l2 x 23.

In determining the noments in th nese three beams, the theorm
of three moments will not be used since exact values of the
moments cannot be obtained due to the variations in loading.
Instead, the mo.r ents at the centers will be taken as l/lJ"L2
in all except the end spe.n in which l/BWL2 will be used; and
over the supports as l/lO'HL2 for the first two interior supports,
and 1/12 TL2 over the third one. In every case the maximum

value will be used.

/50
ES 33 0? E3537

Ionent at center of span - 15)) X 13.83 x 13.33 ; 53.233

 

 

‘ s
b — m - s7 213 y 12 - “.87"
.. -. ... 44.1. —-I— .... /
Kn? 1:4 x 21 x 21

fionent at end support - 153) x 13.33 x 13.33 - 23,603

 

b - a 3 g§3333 x 12 - 4.41"
Ks? 134 x 21 x 21

Use 4 :"é 3 1.77 sq. in. in the center, nd bend up

D.)
D
6‘
I
O
(3‘)
U
(D
. O
O
H-
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I

over the supnort.
Shear and bond requirements at end support:
Shear 3 1530 x 15.33 x .5 3 12,333;

I

30nd stress in unter steel - 8/7 x 12,633 3 145
21 x 4.71

57%:

 

Bond stress in lo er steel

 

9 x 123533 x 16 3 83%
7 x 21 x 4.71
All bars will be hooked at he support.

'—

Shear taken by concrete 3 7/8 x 93 x 21 x 12 _

I
...l
[.9

b
1.1
U
U
s‘ ‘

L.
3

KO stirrigs will be used, the 2 f"d being bent
at 18 and 36" from the support.

Bars will be bent at 44" fron the first interior support.

A

0

237163 OF B3336

Ioment at center 3 1333 x 12.42 x 12.42 3 23,233
10

or 3171) x 13.83 x 16.83 3 42,533
10

 

 

 

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nowent at first iiterlor supoort _;)J x 12.42 x l2.h2 3 3,2‘3-3
13
or,3 1533 x 13.83 A 13.83 533
10
b 3 32,:33 “ 12 - _5.)”
193 X 21 x 21
Reinforcenent at center 3 2 5/3"6 3 .51 sq. in.
2 3/4"6- ____o___33
Total 1.2) sq. in.
Reinforcement at first interior support:
Bend up 2 $"d 3 .83 sq. in. from s33}?
2 Ed 3 .93 sq. in. from 33335
Total - 3 1.77 sq. in.
Bond requirements at first interior supeo rt
Shear in 8333 12,333#
20nd stress in unper steel 3 \x 12,333 - _173#
x 21 x 3. L2
Bond stress in lower steel - x 12,333 x .6 3 87;
X 21 x 4.71
Conti11e tJe 2 :"d in the top to hoist of inflection

of support.

Continue the 2 2"5 in bOttom 8"

beyond face

 

 

Shear in 93536 - 1533 x 12.42 L - 3,4337

Bond in upper steel 3 3 x 33 3 55}
7 x 21 ).42

Bond in lower steel 3 8 X 2343) x .6 3 73
7 x 21 3. 3

in 33337

the support.

too to the inflection point

2 3/

3"¢ in bottom 7" into

F‘ 1

_ ‘ .. .- -. :7 37 ’-
_uxxxr req11redeats in 333/J

5343ar ; ),h33}

EEend bars to from the surport.

Lknment at center‘; 2&93 x 23.53 x 23.93 3 133,

 

/55

033

Joment at second interior support 3 2*50 x 23.53 x 23.55.3103,333

 

 

K - t ; 1331009 x 12_; 234
«c2 12 x 21 x 21
"/d ; 2/21 - .35
p ~ .0 35 AS 3 .3135 x 12 x 21 _ 3,3

:5
I

,'_ .33A3 A; ; .33l5 x 12 x 21 — 1.13 sq. in.

ReLnforcement at center ; 2 1"6 3 1.57 sq. in.

2 1n???—

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Total 3.57 sq. in.
Reinforcement at second interior support

1.5? sq. 13. from '3335

h

H
E;
in

1.30

([1

Bend up 2 1"6
1
2

- .33

C!)

q. in. fI‘O.11

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Total 31:3 q. in. in top

Continue straight in bottom 1 l"$.: 1.03

 

 

 

 

 

MG
Bond require1e11ts at excond interior euetov;

r: 2.-. .‘ ‘1 2 ‘3'2 7
thear.h1-;l,1

 

 

301d stress in upper steel 3 §_x 11L33 3 34/
7 x 21 L 14.))

Bond stress in lower ste:l 3 8 x 11h03 x .5 3 24#
T A 2'| A 11.33

The 2 l"d and l l"¢ will be «outinde 1 to the iufle tion
ooiut of i;;;1 - 37". Continue Jhe 1 l"$ 1-1 the bot on to
the same point.

Shear in 331335 3 2453 1 23.33 x .5 3 25,230}

 

Bond strees in uooer steel 3 8 1 21233 - )1}
7 1. 21. 11131.3)

Bond stress in lower steel 3 3 x 23,223 x .5 3 5)}
7 1 21 ~ 11.)}

The 2 ?"d in the too 1111 be continued to point of
61.; . Coatinue the 2 5/3"é is the bottom
to the sane ooiat.
)hear requ irenez1ts in 33335

Since the sno.2r is the same as in 5333, the tame stirruo
spacing and bar bending will De use. The design at tee third

therior subport will also be the same as that :or 3333.

 

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‘Phis beam is one of tie special links of the chain of
beanua extending around the exterior of the building and is
1028I£M1 just below 435. It will have a clear soan of 3'7¥"
aSSLuuing columns with a 12" face. its dimensions will be

1nade2 the same as those of 331 and 332 for sin licity of

constaniction. The loading will be as follows:

Wall load 740% per foot
Floor load, live 3 83 X 2.3 3 lo3
dead - 133 X 2.0 203
Teight of beam.3 3 X 10 X 153/144 3313;
Total 12)O# per foot

ifioment at center 3 1330 X 9.025 X ).o25 3 14,533
8 ,

A5 : 5.42 X 14 X .0394 3 .51 sq. in.
U83 4 %"d 3 .78 sq. in.
Bend up two bars over the supports and hook.
Bond and Shear Requirements

Shear 3 1330 X 3.92 x % ; 0,253;

 

 

 

Bond stress in upper steel 3 " X 5253 - 102%
7 X 14 X 3.14

Bond stress in lower steel 3 8 X 6250 X .o - 971
7 X 14 X 3.14

Shear taken by concrete 3,] X ) X 14 X SO.- 5,5332

8
a 3 6250 - 5500 219,323 12 0.9"
5250 2
Shear taken by steel 3 C253 - 5§3D X 6.0 - 2500}

2
No stirrups will be used, the 2 %"d being bent at 10% and 21"

from the support.

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1.31.11: :1". ,30

This member is adjacent to 335 and at right angles to
it. It has a clear span of 11’2k" and a loaning “hich will
be taken as 20305 per foot, similar to that of 3B1! its
dimensions will be made the same as those of 331 and 335
if possible.

Ii - 2&2; X 11.1) X 11.1) ; 31,330

b - 31333) x 12 - 11.95"
104 X 14 X 14

 

As 3 11.95 X 14 X .0334 3 1.53 sq. in.
Use 2 $"d 3 .53 sq. in.
2 5/8 3_32;3
Total 1.4) sq. in.

Bond and Shear Requirements

(1
u

{3‘
(l

'ar 3 2000 X 11.19 X § 11,200

-ond in unper steel 3 8 X 1132303 __3 1)3§
7 X 14 X 4.71

LU

 

Bond stress in lower steel 3 8 X311,233 X .o 3 140#
7 X 14 X 3.93

All bars will be hooked in the support

Shear taken by concrete 3 7/8 X 50 X 9 X 14 3 3,500#

 

 

a 3 11,200 —33,530 x 1131; x 12 3 3’.2"
11,293 2
Shear taken by steel 3 11,20) - 53500 X 34.2 3 37,400
2
NAV.3_QZ,§00 -.497 sq. in. Fequires 2 3/8" stirrups.

14,030 x 14
Bend
1 3/4"o at 104" and one at 21" from supports. 10

stirrups to be used.

 

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'D‘J‘ . j ‘ R ‘, + ‘. 1', , ' . ' ‘ 7 » ~ 1" H. ' ‘v 4 ,-1 v- .
-Xis girder i: coXJ1nious with 3,1 acros~ the eXterior
,' A a .A A -— 3 > ,‘ ‘ ['1‘ A -\ p: IF.- ' ‘Q .' ' ..u . A
siwh: o. tae tuh. aoartnelme. 42: cleai-s:ru1 s 13 -, tn-1le

~ssumed in trevious desigxs that the floor joists carry the

 

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“ - fl ' - - -. -‘ -' A rv‘ . F‘ 1 H P1 A I
‘nile the interior colinn; will be Made 12 square as

in designing the exterior COlAth, .1: Sit. will be can—

possible to simplify the fore work. The eXterior colunns will
be reinforced with lonritu di steel and ties due to the

COL n1 Jity 1f their cross EtflthnS wh'le the interior colunns
will be reiziforced 11th longitudinal Lars and stirals, this

sisten

reinforcing vill deoend on the loading and the requirements

*\“

of the building code, it being not lees than .3? of txe
concrete area, nor less then b }"d per colunn.

..Iany of the columns are su'oiected to bending ..onents due
to unequal loading. These will not be used in the original
design, the colucn be'ng firs: designed for aXial load only
and then checked for bending stresses. Zinc; tie eXterior
beans sutoorted by the co
cause a sending in tie co

is the only sending m'ment that will be used in the

'fi
...)-
(n

f
enterior columns eXcept at the corners, etc., tLe floor beans
being aria“ ed e;nmetri all? about the colusns, and the floor
itself transnittin little moment to the colunn.

~“"\"\ A a 3 a b— ,\ ‘.,_ ' ‘. p . ‘ o .1!
he concrete useu in one colusns W111 be 01 a signer

grade than hat used in the floors in order to reduce the size

0
Pb
(J
L;
‘0
“d

of the columns, a compressive strengt er sq. in.

being assuued in most cases,_altho 3730? will be used in a

Y" 1 ‘ 1“ '1 fl ’ ‘ Pr . \ I“. - ' ‘ -‘1 u - 1.- 3 .’ 1.-
f3“ colunns carryin3 extra heavy loads. A 2 fireproofiil

Will be used for all tied columns and ll" for all sprial

’5' 1c . -'—.,.. ... -,_ ,1 a" ' -\ A A
v01UJJ~ 33J1n3 a square cross section. The faces of all

/é3

 

 

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J

Tesign of

spartm

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tend b

COlULH?
t as us

temperature cra

:nts.

ehind

instead of

col

and the third

1" 1
“Anol

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tn

1‘-

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- 3
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large

/%4

lso be refill or::-d with welded steel
he a «r over t‘-e norch. “his will
ch and increase the rernanence of the
L ». .. -1 f- '~ .—
11 1e LiJez. of the ucSan of a

values tabulated.

For the remain—

ted results only will be shown.

eXterior colugn

has a width of

u" + 1
places..X341een the
r3” ,‘f 3,, »\ , 1:1"
2 and a ceptn of 1;, .

s set by architectural considerations and rill
Tod altho th: area may be increased if necessary
‘ the width-«tnau lo all; in the column to eX-
the briczwork, the depth of tFis portion being )"
153". fihat portion of colunn Cl between the roof
fl or will be desirnateu as 431, that between the
floors as 33 , etc.

third and second

When designing the

oot of

have a weig

4.1.1:)

beam

1». .

LA

for 10

.L
U

Kl

.ams, a loading of 1135; per

(1)
*3
(I)
H

-esting on this coluan.

He column Will be 12%.: EiVinr

51 X 1‘0 X 1/144 3 430} per foot or

feat of gglunn, giving a total 133; of 18,23)?

of wh<1114,230f

is so mu

us ”3G 0

Ch below

This

till

.-

Izas a

€T00u

1
519 3.-

requiring 3 5/s"d "itn

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3

L n

ce

+
U

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&A

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v

b

L".

V

q

to i ng:

~ C:
be 0 J

T1

1

3/

A" t

(D

c entricitv of 3".

area givea a P/A 3 47}. Since this

lowable,

4-
0f J1).

(D

H
(U
[’1

moment i

the minimum steel will be

(1]
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the area

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u]

1 ‘fi.‘ . 4. ‘f l‘ . + ,‘,— fl‘ ' "h ."
:3: tin; col.i:.n, .1. Infieh :13. tn: corl lublfln..

7'"-
'3‘;

en fies ignin; tne exterior floor been, s loading of
22)); oer foot was used, .hich 51163 a col min load of 223 x 12.1
27,;30 . 4o tYis must be added the weight of the 9" tile
partition between apartments ; 2) x 9 x
total floor lei; of 2),Jioj. The coluhn moi ht will be talec
as 331 x lSO/lAA x 9 : Z333 , givii; a total colu nn losd of
,833} of which 2),OJJ§ has an eccentricity of 3". Again

5

3
P/: ; 133 which is still far selow the allow tle, giving the

r]
If
(D
t—J (W.

casing on 231 is figured sitilarly to that on 33 ,
the RQMEd load oeing 32,333), giving a total of 83,h)3 and
a P/A : 218 .hich still requires the some reinforcenent.

Tlie loadinr on lCl--the bortion of the column between the

basement floor an‘ the firs. floor will be 113,3035 ending a

h. 1'

load of Z ,oJJ? cs before. P/A g 32-. in inspection of

Eia;rsm 133 of th handbook shows that for 3303: concrete

CD

he value of P/A for the minimum percentage of steel is about
705%, showing that our maxit um value of P/i is still below
the amount allowed by the code, so that the minimum design
can be used thruout this column.
Closign of 301 mn C2
This is an exterior column at the end of the apartment

po on. It ha. -l irregular shape as shown in the sketches,

U)

9

“

igving At 1 minimum are 3 area of )3 sq. in. in order to

O
'..J

provide better suoport for the brickwork adjacent to this
and also to allow ti e colu.n sis e to remain the same thruout
its height with ut the addition of an excessive amount of steel,

the column will be made to project 1:" out beyond the Jace

:ni each side, giving an additionsl area of if x ) r 2
“uni making the total area ; 122 sq. in.

“he roof bzam losding s 1325? per foot for 151' which
gives 23,33) . The roof area sunrorted is exceptionally lar e
since the columns 33 do not csrr; any of he roof 10ml.
lie column weight will be 122 x loo/lbb X l) ; 1333}, fiiVifl:
r1 total load of 2u,5JJ%. The bending noment a. this column
Wilii be squall, since the loads are very nearly balanced on
all sides. A nouent till be produced by tech 312, buttnis
is sumll due to its very short lengt-. P/A 2&339/122 ; 202.
Tflue minimum reinforcing will be used--.5f x 122 - .51 sq. in.
2ince the smallest allowable bars are }"d, it will be neceS"
to use 7 ‘"d : l,lB sq. in.

ins loading on 31 will consist of a bean load of 22))

times 53' : 13,833? and 2:53 x 2 : 313)}, giving a total floor

load of 19,)Jof. The extra loading the 2' length of beam is

U

due to the arch over the porch and the high live load on the

POTCK floor. The éolumn load will be the sane--13335, giving
a total added load of 23,233} and a total load of 44,333;.
P/A ; AA,8337122 ; 37" for which the minimum requirements are

"UfflCleflo, mahin

0

:c2 the same as «12. The loading on 232

("Q

Will consist of 45,833“ plus an added load of 20,23), the same
as for 332, giving a total of 55,3)3} for Which p/x : 572
'dere again the minimum requirements are quf’icient.

3—1

“he loading on 132 will be 03,3J0 olus 2

(J

’3‘ W t)?

giving a P/i‘; 7D) for which the sane reinforcement Will be

sufficient.

Ilesigo o? Soluon

\

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'td351CCHC to the poroh,

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U

exterior all

J . go. be a true exterior coluin

811126 it has no surfaoe exhoseu to the weather and surnort;
lxysds from all sides. It has a teeth 0? 3” and a minimue
.jross area of 43 so. in. Since this areo is too soqll to oomhl;
w fix; the code requireisite, it Till be use; for AC? only, the
seize being increased 5 r the remainder of the oolumn. The
301u11h'Will be widened 3" or each side giving 2 t tel ar—a
of )4 sq. in.

“:e loading of 433 2111 be tne weight of the column only,
“1113“ is 5) x 153/144 x 13 ; AJJ'. Teinf‘ornmeat will consist

H
With 1 tie r

loadiog of 533

.‘v

17,7)3% and a column he

:nnking an additive load

P/i ; l),DDO/)A ; 232 w

1nin.nntn reinforeexmumh
03‘; A 321' .: 011'? SQ. 1.51.

§"d with g"

KI}

assign of the

Will not be

.‘
r r.

H

mil (

be a beam lomg of 2333 x

h

13 t of )h x 153/144 x ) - Biof,

‘

of 18,5l3f and a total 19,0JJ].

h eh is below the allowatle

"‘r‘a

miuinum reinfore

so sweet will be
A ' _ '. ‘ f a ”A
ainee 2 d are tee smallest test may

ties spaced 12" will be provided.

remainder of the column is similar

exolained.

.Mfi

Since the walls of the entire building lave been designru
as curts in wal ls, footings will be required under the colunns

only. These bcing irregularlv scqced, the footings will

be for single columns, with the exc e? tion that the footin~s
of columns 32 and 33 will be combined since the; are too 310:0

together for separate footinrs.

Ln!
'1‘

as building code requires that the sunoortin; power of

ordinary wet earth be taken as two tons oer square foot and

r

\

three tons if the earth i dry. The lower value will be used

0')

in this design.

ill the foo igs will be made of re'n.-orced concrete, the
concrete having a compressive strength of 333)}, the sane as
use :or Inost of the columns. Since the earth is we , all
teel will be kept 4" from the surface of the concrete making
the minimum thickness of the foot i.~gl s12".

mhe loadigi will consist of the colunn load plus the
weight of th footing, and in the case of the exterior columns

‘

the weight of th basement tall. Dhe weight and loading of the

(I)

ascment floor will be n

(T3

(3'!

lected since it will be ceried by
the earth direct

In order to reduce the labor of design, to ice will be
used whereever bossible, th e results being ambulated on the

same sheet as tne colunn design. i sp cicl desi

(D

required for the footing supnorting the coluuns C2 and 33 us
previously me zitioned. This footing will be node rectangular
in shape and will be proportioned so that the oressure is
evenly distributed over ,he bearing area. N_clectin: tie

leight of the flltins the to 31 load of the two col uuns

 

 

 

 

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er floors.

level, the same as

width of about 10'

first floor, making

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ing 12 ri above

{0

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V

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second
to the third
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terrazzo finish,

‘/
LL

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the design

1/8 .,._.-2

.LL'L

jail;

stair supsorts.

-Liv

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the his e

for a moment of 1/1

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i2333 running along

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colugns at its

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the Fro- t Lobby.

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lead from the lobb to

it 24" above t e grO‘

d 164d from the hallw

l

m

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v

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tne hall Of the

l. tairs

U)

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Q

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a" to a 6‘o land-

0'

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le

tairs ad from t:e

d concrete with a

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e

ecuire; at

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nning along the

rt on special

laading

it;

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is nethod of sapbort will divide the stairs and landin:

‘r' - ' :' ~,- '1‘ ,-
approhinately o and 1. rs

(U

=peotivelg.
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Loading

Live lJJf per foot

Stair slab o" concrete, terrazzo top 83

Stairs 1_§-131.§ 133 _ 38
2 X 1&4

Cf

Total 225? per foo
Loment at center of stairs

8

lm
ro
u"\

x 11 x 11 - 3,42o

(I)!

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222 ; 13§_s_25 ; 533
Q Q
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ll

i ; .3394 x 12 x 2 z .223 sq. in. per foot of width.
‘ - .n f' H a, ,.. . ,. ,.. 1. i. A , u.
Deptn W111 be made 3 tn sane as tne stairs and Half

the stair robs will be continued in tae bottom of the

be t
lai'idi‘v‘* and the ot'. <r top

“\.a’

1)

In order to nrevent cracking, wire mesh will o. placed in the

a N
‘J.

slab just below the reinforcing bars, making it from face.

 

 

This bean extends along the else of the stair landing and
supports one end of the stairs and landing. It is simply
O .
sucnorted at the ends on scecial 12' columns giv1ng it a

L

c-c span of about 21'.

 

 

Loading
Stair load ; l;_x 226 ; 1240f
2
Landing ; 5 x 138 3 4:0
2
Assvmed bean weight 330
Lotal 2330} per foot.
Lonent at center
7 ; Tld ; 2000 x 21 X 21 ; llJ,JQO
8 S
'\r1-1\~.. '3 ‘fu , ‘o' ‘m- J- - ‘5 19”
assune c 3 lo 1:-.'3...J.n-C total deptn lo
a ; 3: ; i;o,goo x 12 ; 31.I" ox
'd3 134 X lo X lo

- .0034 x 31.A x 13 ; 4.72 sq. in.

(H
l

Jss 5 1"d ; 4.72 sq. in. o;
Chis requires a bean having a width (b‘) of 16"

sasna pvnv 3W7?Y“T

Shear ; zooo x 21/2 ; 21,ooo

H i ‘ . ~ ' fir " ‘ If
unear tagen by c ncrete — 50 A lo A lo

0

a _ ;,3oo 4 i2,Soo x 21 x 12 - Z9.1."

 

 

xiv - 2g1,ooo ; ,
1A,o3o a 13
‘. ‘ ‘ Q" YT . 11 "1
use 4 Z/J d o-stirrups
., I
praClfl" l e .37a‘; 3.44'
,5 .’ '-
2 {LL 0139. L 703/
/ .-’
1 C .2oa ; 13.7

 

bottom of the bears and

B a r s. i l l ”o

ldxi l stirrub

l

1

D

(D

at

tent up over the supoorts and

will be continues straight in the

hooked in the supoort.

ll"

\ ‘ ~ -*
~c Sipfort

from subport.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

   

 

 

 

 

  

(«tee its.
an». bhh

 

 

 

 

 

.788 £38

 

 

AW

1.“ . ‘ r v.“ ' IN '. ‘ f\ ‘v' .’\ \ " ' /‘~ . ‘- I: -/ p " “A .
-his oeal eatenus along the enterior eu;e oi the stair

1

,g' and 23), supporting the landing and the

(+
y
A.

landing parallel
exterior wall. It Will have a 0-0 span of 21' approximately,
and will be simply supsortei.

Loading
Landing A33$ her foot

interior wall 7&3

Assumed Height of beam 153

C
O) ._..'

 

f”

d ; 2A.j" Lake total septh 27" and d _

I
I'D
\;

 

 

NAV ; Aiiooo
14,30) x 23

Half the bars will be bent up: one at 13 and one at 33"

from the SHTDOFt, JO stirruhs b:ing used.

 

 

 

 

 

 

 

 

 

mm\ QNN mm“

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

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339 28.9 IE?

 

 

 

 

r - .— 3" "‘
7‘ T ..' ‘ D l *
A... Ab'L-‘J 5'- § ..4

This bean extends across the exterior of the lobby
floor just below 23) and 33) and carries the .loor and the
exterior tall. It: width will be 153

of the exterior colunns. it will be oonsieered to be sinplv

S‘-.ipoorte'l and to have a c-c span 0; 21 .

U
‘x, VI

t—I
...;-
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H
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9.3
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I
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on lobby

I

u)

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N

U“

I

O\

kd

L) (J

Bead load of lobb; floor _

.-. O

J

xterior wall (A)

I)-

” - ‘ ‘V -‘N ’1 ' . v'v‘" ‘3 ~ 7, r: ~
assumed fielbut o. beam )0

 

Total 2553$/foot

;g x 21 x 21 ; 149,533

- -
- “_‘J-

Nonent at center :12 25
8 8

o.

d2 ; 1Ao,5oo y 12 ; 3 o _ 27" Total depth 29"

“4|

 

; 13.23 x 27 X .3394 ; 3.37 sq. in.

U35 6 lIIé : 4.72 gq. 1110

3313.11: F313 33.5333
BhearI: 2350 x 21/2 ; 2o,703?

a : 23-739 - 1243oo x g_ x 12 2 32.5"
25.730 2
2

 

 

Shear taken by steel ; 3,799 - 12,300 X 32.3 ; 112,000)
2

NAV ; 112,033 ; .295 sq. in. Requires 2 stirrups.
1&,OJJ x 27

 

¥alf the l"o will be bent up over the supports and hooked,

tne other three bars being continued eraight in bottom and

hooked in the subport.

3.

‘I

.4

.e

(.0
$

, ,

Bars will be bent at: 13, 35, and BA from t pports, no

.'

stirrups being uses.

 

bean is a continuation of

m a
ihls

stair hole, and so will be made

:11
L {18

Loading:
5:11 dead 1end
5&11 live load

Total stair load
Assumed ueight of bean
Total
The moment at the cents
this

MC ; 1823 x 23.54 x 23.54 ; 56,233
12

 

Assume b'; 9" and d; 15.5" as in 11333
b ; z ; 55,233 x 12 ; 23.2"
Kd lo4 x 15.5 h 15.3

is ; 20.2 x 15.5 x .0034 - 2.95 sq. in.
U89 A Ind _: 3014' Sq.

+ V'- F! rv
U .8 3 3.1.18

span will be 20'3?” clear

12. he 1118.111

283# per foot
183
11
1240
1.172

13)O# per foot

'r will be taken as 1/12WL2 using

maximum loading and assuming full end restraint.

in., 2 of the bars being bent up over the

supeorts to give 2 1"5 and 2 §"é; 2.45 sq. in. over the support

5035 D I‘ID

SHEAR

Shear -

 

 

Bond stress in lower steel 3 g x 13,400 é ; 137}
7 x 15.5 x . 3
bond stress in upper steel - 3 x 12,400 ; xEj
7 x 15.5 x 1.73
”he 2 1"5 in the oottog will be continued 10" into the support

and the 2 :"¢ in the ton

inflection : 61.,

will be continued to the point of

/44

 

 

 

Shear taxen by _
a - 12300-5100 1 20.5! x 12 - 34.4”
10400 2
Shear taxen by steel - 13,400 - 3,100 Y 84.4
2
NAV ; 550,000 : 2.53 sq. in.
14,000 x 13.5
Usé 12 3/8"¢ b-stirrups
Stirrup Spacing
l 6 .21a ; 1.72"
6 2 .05a 2 4.21"
3 ® .0735; 5.90"
l e .12 a; 13.1"
1 © .153 ; 12.3"
Allowaole spacing ; 3 x 15.5 11%"
Revised spacing
1C 2" _ 2H
5 o " z 6, 10, 14, 18, 22

Bend 1 1"5 e

K)!

1 1"¢ e
Stirrups

3 e lO" ;

R)

3;"

4':-
‘E

/45

 

 

 

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\\. not testes ..E n
. >\

 

 

 

 

 

 

 

 

 

 

 

Stairs

/47

 

 

1"“ V“ '—"IY 17‘ rV/‘vfi \vr q 0-, Fun
-—J >— ‘ ' . . f Iy—J
...;A... LN-T."\ 13-1 . 1.. 1 -:3. ..o

it his rear of th building, there will be a passage
leading from the street to the court. Double doors lead from

‘

this pas:a¢e to a lobby on each side, and from each lobb; to the
hall of the first floor. From there, stairs similar to those
at the main entrances lead to the other floors.

On the other side of each lobby an inclined driveway

leans from the street to the basene;1t which is to be divided

rive-

C.

into parking stalls. 1 door between the 103by anf the

may provides access to the bas

(I)

ment from each lousy. The

,.J
(L

driveway entrance wil provided with a metal door rolling

up into the ceiling. Details are sh wn on plates 5 and o.
The stair design will be very similar to that used at
the main entrance, the nain difference being that the land-
ings are made 5’ wide instead of o' and the first flight of
stairs consists of 15 risers instead of 12. This makes the

spans used in the de sign approximately 4' and 13' which may

require an increase in slab thiclehss.

homent at center of stair slab ; 239 x 13 x 13 ; 4780
b
«12 _-. .21...- ; 1112-112 .2222 c2 :. 5.“
bK 12 x 104
”as 1"6 spaced 4" c c - .5) sq. in.

A slab thickness of o" with this re inforcemezit will be used
just as in the stair slab at the main entrance. The bars
will be bent and wire mesh added in a manner similar to that

of the main entrance stairs.

 

 

 

 

 

 

 

 

 

 

 

"b

/4q

n+1 &
oi the stair

(D

-; If
(AL;

2 - 7 'j' _‘ f‘; :3 2. 1 . , 1-,
headers 31. and 2o; extend along t.e

( i)

landing and are surported by a column at each end just as

in the main entrance stairs. 3ince the span and loading

are the sans, the same design will be used.

OJ
(1)
1
U]
\ 4
LL)
\1
)J
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'\)
d)
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a
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...:
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D
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C"
'r’
U
(u
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f
313
C

cf-

he main entrance exc en that they will frame into the
supporting colzwns higher up due to the landing being higher.
The lover nember, lEBl must be made larger than 139 due to
the extra loading.
DtSI*t}N O? EXTPiXJE FLOOR
The entrance floor, including th e lobby, the storage

space unfer the stairs and the passageway itself, will be
of concrete, the loeby having a terrazzo finish. This floor
will be of hollow tile construction using b" tile and running

he joist parallel to the passage just as for the aparsment
loor, if possible. The floor of the passage will be sloped
from the center towards the entrances, the center being 3
above grade. The lobby and storage floors will be nade level
and 3" above grade also, me.k ing tie doorways just above the
passage floor. The floor will be reinforced with welded
steel fabric placed near the surfac just as for t as apart-
ment floors. The floor load will be taken as 179$ per foot,
a live load of 83% being used. The clear sans will be
lb'lJ", b'2" and 12'-

joment at center of lpnrest span -

L

1g x 15.93 x 15.?3 ; 432)
o

I
I
l—‘lt—J

A _ .ooss x 5.5 x 12 _ .5) sq. in.

Use 2 5/8"5 per joist. Bend up half the 1“are over the supports.

 

 

 

 

 

"‘-,. ’ ‘7 .. L7 ."fi
3near at support — 17) x 13.5; A t ; l~337

 

 

hear ta{en bv concrete - 7/8 A «.7: 1 7.23 1 53 - 1533 OT
omcnt at center of l2'l)" span 3 173 x 12.33 12.63 — 25JQ
13
‘b‘: g333 x 12 ; 2.9)"
155 x 7.25 x 7.25

:1 . t - - 2 1 H - c ,
J:e 2 l' per joist and bend dc nal- over supports.

 

Jhese two continuous girders eatent across the rear
wing under the passageway and support the wall of the passage-
way. Girder 331 is supported at its ends by colunns, while
138) frames into beans lB)1 and 31338. Yhe clear spans will
be taken as 15'13" and 12'13" while he spans used in the design
will be 17’ and 13' respectively. The loading will be

as follows:

Exterior wall : 33 x 11 : 33)}
Assumed weight of bean ¢_§22_

?otal lDdOé/ft.
The beams will be made 137" wide, 31st the width of the wall.
The maximum nonent will be taken as 1/13 TL? at the center of

the spans and ovar the interior supports.

a - 113; x 17 x 17 ; 31,233

 

d2 ; 31,233 x 12 z 1.72
104 x 13.25
d 3 13.2 Use d 3 13%" making total depth 15%"

A 13.2 x 12.25 x .JJJA : l.o5 sq. in.

 

fink \<Q\k.U.W.W

 

. J.‘ ‘.1...

. All Wham...”

‘

_ . (7-36... o
. o. ..a. A... . ...—a. 4. . .4..
,. ~ Q?LQ.Q.KQ..

 

 

 

 

 

 

/680 l68/

 

 

 

 

 

3.me
xx “\d-“\

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Run“

1

.xtQK v.63:

 

 

 

1133 x 13 x 13 - 13,133

 

‘ .13“ -
0‘; 15.133 x 12 : 7.2;"
154 x 13.5 x 13.5
‘18 :_ ‘o_:) 4( 130: X 033’)"; o 923
7 F ' ' 1 9 t‘ - ..,. . .-. 1 3 ,
Jse 5/d'd and 2 g" , the latter being continuec in the cotton
of both 1333 and 133 .

interior

1 - .0. 1- ,_ _ V.- I ’ H ,‘ ‘1,“
suynorts or hooked in tne exterior. Ene 2 5/3 5 bars pent up

from 1331 will be continued o1" along the top of 1330 w? is

those in the bottom will be continued thru 1350. The

2 fl"¢ bent up from 1333 will be continued 47” into 1381.
shear ; 1133 x 17 x 1 ; 9333f

Sheer taken by concrete ; 7/8 x 30 x 13.25 x 13.5 : 933-}

No stirrups are required.

Jars Will be bent down at the eighth points near the interior

L

supports and adjacent to the exterior subverts.
D?SIGN OF 8311 1391
This been occupies a position similar to that of 13),

but is subfected to the concentrated loads celsed by the

U

A

center. x before,

(0’)

girders 1330 framing into it 4%' from its

it Will be {30119.1(18P'd Si.‘L".‘-1" SULV’OI‘CC‘; £1.1qu Of a. C-C SD-Rfl Of
. J . - J
21' 0

Its

width will be 151", it

(I)

exterior face being in line
with the columns.
Loading:

17) x

h

1A33%

H
U\
(L
\N
y
l {H
I

Floor reqcfion :

Assumed weight of beam 1 403

30 x 12 -

”all load ; 930

Concentrated loads; 3303

The wall load of )ojfi/foot will be considered to extend from

 

.ILHN‘.L"

q ,1_. {y 1, v ‘

tne en-- o- t;-e ot'l'
v71 3 ‘2 _.‘
.no reactions - ,2,-

DJ
I

 

J.

. ,.. ,....1. :— .‘ 1
to the concentrxleu lose

(I)

4 Dad 32.339 X 4-5 ‘ 2733 X £;:-§_£;2
2
5 3 d ; 24" Total depth ; 2b"

 

 

 

Bond stress in lover steel : J_x 3§;323_5 .5 ; 142}
7 x 2h x 3.2:
All bars must be hooked in supports.
Sugar taken by concrete 1 7/3 1 00 V 24 : 1".25 : 1),200e

VA . 2.
.i.n-J -.. {)Z

The reinforcing bars

22, 3A and ho" fron

will be bent up one at a time at

‘

the suoport.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

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T i...

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NmemVQ. %q \M .

 

 

\vawxh. nmumfl

 

 

 

 

33- 3301

These beams
‘continuous with 37"
(of the roof beans above

'lne loading will be taken es

'133 moments at t.

 

1.: :- 2),7:)\J X lol;_/

b ; A343); x 124
134 X 21 X 2

[31" "' 8.1. :; 21. X

R)
I
U‘I
\
LA

I |

R
I
...:
U
R)
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(J
>4
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C

 

Reinforcement
2":"52 03:5

2 &”d: 03'

‘J

T\ a W n. INTfTi‘fifif‘
‘1’»ko IG-‘ ‘6“ L 3.1.) A\ -. dd:

'1' ‘ 7" v‘
naximun mamen

(0'
IL

Zinimum moment

found over

tical

U)
\ >1
bl
\ J
O
\u

spans will

I‘)

similar roo

5
’!

being used.

1.5 0n.1n.

t he

sections will

1:1.

entrance and are

the same as

[53¢ per foot as for 53:;-

the loading

- .111 (listens ions

 

2 _1-"6 ; .3) sq. in.

2 ¥"d ; .3» Sq. in.

1 “A. r 1 r .71 :1 PA 111 C‘f' 'flfi -r\
y;41:. ll Llflu- Ju? u?.
'3? ‘7 . :3 Hr- '—
3“. ...- 1,./D~) 4'; 1003 'I/,L)

 

 

Reinforcement
H
2‘3 5 : ~3
2 Sud

go. irn

1027 gnc in.

Shear — 1A,050 x 1.83

strairht from B33332

‘v

bent up from 333301

3 ‘~'. AV? ’f'T “\ ---\ '7 “*“r'fi'x'lf: 37'57,
JON-"D Klul.) "1“"! ('ALP F1211, I”. \c‘-~1‘ BJ—J/‘JE

‘ V
-.JA';.. J x

25,713.):

 

Eond stress in unper steel ; 3 x 93.733 - lll
" x 21 x 12.37
Bond stress in lower steel ; 8 v 3 701 " 1) — 213$

 

\]
4
M
H

r.
4
\ x!
K.
MI

506

£07
7 - .. . ' .— ‘ .—«. -. . .- I\ A r 's r '— "
VIP? in tip till he COJtthcu to lufluut10n roint ; )1;

‘. I” I.
~..ose in bottom Will be continued 31 intosubport.

h)

.flsear t.:er by concrete; 7/5 x 50 x 12 x l - 11,000

P? r- II
I k) "
I

 

l.‘

.5
Ub-
91.,
UIQ
3‘“

r.)
H

A]
... -., c4
3 I: 0:: —- 151;: 2Z"., :1
Bend 1711.5 .3 52"
l-l"6 C 73"
73X1flun shear at other end of 233303 ; 2&30 x 20.53 x E : 2,,213

\D
(‘I’
"3

x 23
x 21 x 12.5

301161 .

"U
u
'1.)
I
H
U
W

ess in upper qfeel -

“JOE

 

“and stress in lower steel 3 8 x 23,23) x .b ; 20)?

7 x 21 x 3.)3

1 o L _ '—.’ '
Bars in *3“ 'ill be "on*-nu;u to point of llfleciion Ag'

'2’, ~ 1 . n p , _’ ~ ’_ t) ,' .‘ . "I ‘
nose in botton till be continued sf into sicnort.
_ace stirrups and bend bsrs the same as at other end.

”0"“ fi.’ "*"7H‘ T?’."-"VT‘:"."TT’,YI.1H T‘T 1:7"7'3‘
-1 ' ~\ 1 .' ...L -11.; dn‘A.) .L.": .LJ/‘g/

ll

 

3 x 22,33 ; lily
" x 21 x 11. 0

Bond stress in.lower stcel ~ g x 22,?) x
7 x 21 x 3.14

v 3-2

 

J \.J

~ - .: . H
inflection : 913

1 221f~)-‘d.:29 x 15xx1.:13 - AT.7"
25,;JJ 2
Shear ttzex 5‘ st e1 3 22,?19 - 114_)) x 1".7 ; 371,13);
2
.r-xv ; 31943)) - _; .32 1.1.
1‘“. , \ ):) }. 21

 

l “ 3?" ; 31
2 C 7}" ; 11, 1%?
l (.1 12: _: 3’1
Bent bars at 52”
Shear at other end ; 2A3) x 15.0) x } ; 13,233
.Jon& stress in urpar steel ; 3 X lgLBDJ 1 ; 133}
T A 21 x 7.35

 

Bond stress in lower steel : 3 grleQDJ hw.é - 2‘);
7 x 21 x 3.14

Continue bars in top to inflection point ; 20
Those in bottou ).. into subport.

194g33_: 71 1)) x 15.3) x ;2 — 43.1"

U v ‘ - . , - _
Eenaires 3 3/3'6 J—stirrans. 32% L stirrgjo :gaéofi :ane as

01
do
0
\J
:4
‘_J
O
CO
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I
H
U
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U

30nd in mover steel ; §_§_1§JZQQ'_J ; 9L?
Bond stress in lower steel ; ;_§_1DJZJ«_§dzg ; )T;
7 X 21 x 3.1A

Continue bars in top to point of ioflectiou

bottom 0.7” into subport.

Ho stirrups renqirofl.

:08

...w _. - ‘

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

  

 

  

 

 

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“a 3711
a- J- _
“ N r "r “ .7 ' o -3 ‘7 I. 1‘ g r‘
‘o‘ 'HAQJ 13 t.; bJu span 0‘ “5.“, 34J193Jb to sue reir
.» ,‘ u . , . ,- n r'? u 2 -, . a
passageway. Lu “as 1 clear span 0: l, U} Emu a lOQuid; o;

' , , _. . ~ 7 o . o- ., e. .. - 1, ,. r, 3. H . 7 H ‘ -
24 3, per foot. ‘flu ulflcuSiOhS ulll us ”age 12 x 2~ toe

L]

some as 3153, if possible.

kanent at tenter - g

b ; 22-12x_____ ; 13.2"
10L x 21 x 21

2013 SQ. 1210

Bend up the 2 l"d over the suhoorts.

J)

Bond and shear renuirement;

Zhesr - 2533 x 13.5) x y? : l),233§

 

1143:) x 15.5) x 12 ; 39.9"

Cheer taken by heel ; 1912)) - gglos: x 3).5 ; 1o1,330%

X: X1] :2 12621;.1;2_2 ‘ - :— o J‘J S no 1 Lo
I ,-
14,)JJ x 21
73’) \ r3 7 7/“‘-"7$ 9? +‘ ' ‘ n as“: 71 ' 1 H
-ubQ‘ir‘VS / J, _J' U S 'Jirnups r/D»a'JU\A J's. , \13-, 12 0
"j 5" H

mm \ 5.17
< l

I
.I
1 ..-
"/"

eond stress in lower steel ;

Continue have in top to waist of lflFlE“tLOHA: Ol¥"° those in

bottom 3}" into su*eort.

from interior s;peort.

5U

1"
...—r.

\d

3 32

.. f ‘r‘~.~ . r‘ ‘ c “_fl‘ 0’ A ~’ :2 ‘I‘ v u _‘ I. " _‘ ‘_
This o»ag 11 unt q TDfltlu4athu of 41g) set is 21 veloa

y.)-
(1"
v-‘
\‘r
D
K
k?
(D
D
p.)
t]
D
)
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O
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3
,D
'1
7
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L‘
5))

ov ‘. ‘f‘ #‘n .1 ...,“
J ..A.l\.A"Jr u..e fLDOI‘ Bani

a ; 1533 x .73 x 6.75 ; 14,23)
8
b - 1a 33) g 12 21.H2

2 .:.../3Hd _: 0;)1
1-0“,L) an. 1']-
Qend Uh fhe +wo 3/&"d over the sueborts.

¥ook all bars in the surports.

; 3” and a loading 0

zhfi

p

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17".7”)
..J/ .J/xJ

finis bees is a continuation ofBZE across

1, 4-
ne s ,air

cf

hol

(D

at the rear entrance. I. has a clear Spin of 23'o%",

'A
Hi

0

A A A ~- ‘ r '1 . rs * '2 . I ’ ‘ oq .' t
h is near1~ tne same as tflat of 33'} \2J o. ). flinr‘e the

U Q

loading of the two beams is practically identical also, the

[N

design for 33333 will be mad» exactly tn: same as that of

(
t

v»: 7 V
1.) J

{A}
\ N

31338

This beam is found directly under 33338, but its position

32)

nd loading are similar to that of 313332, except the+ 1*

U U

m

xtends over three spans instead of one. Therefore the rein-

forcement will be placed just as in 313302

-Zfl4

zs'
31x3”s 1211

‘his is a special bean supporting the end of the ramp
leading to the basement. It is 2'0" below the level of the

oiher floor beams and so must be designed as a simple beam.

C

‘ O

nae a desirn lené th of 12%' and is subJected to a uniform

I—4
(1’

load of 133)] per foot and two concentrated Wheel loads of
33)J# esch Mp teed 2' and 3' from one end.

Moment due to uniform load ; 1333 x l2.& x 12.5 - 13,333
2

O
E)
(D
:3
C"
(I;
C
(D

to concentrated loads ;

‘2
.2.
1

Total moment 3 31,530

Assume b 13%", the Width of the wall.

d2 : 2112221s.1§ - 17A a ; 133"
134 X 13.23

obtained for 331, he

(1)

3ince this is approximately the same a

same design will be used.

 

 

6/6 '9

 

,fl7

Beelgn of ‘1=eme1t Wall

The building code requires that b.s;:n n t walls shell
have a minimum thickness of 1b" when used a? a beqrin
and 6" when used as a curtain 1.111. in this desicn the latter
type Will be used since it is much more economical. The

erior walls and the firs: floor will be carried by beams

13 ‘1 ~ ~, . v ., 1.1,,“ ,.- . L .. '1 ~- 1 v.,\ ,.
lcl and 132 rather than o the cacohen. tall, eltno toe Jeans

and wall will be box.red monoli hica113. These beams will be

(D

xxade the son as 331 and BB2 as to the amount and position of

+

'J

he reinf o ceme1t. 1 projection A" wide and o" deeo will be

provided on the outside of the wall at the level of the
grade to suboort the brick or:, the basement well being 3”
thick below this point and the been 3" thick above.
Th base meht wall will be sue orted horizontally at the
too by tne first floor and at the bottom by the basement floor,
the clear vertical sncn being 3'2" and the c-c span about 9')"

The lower 7' of this will be subjected to earth pressure, for

which the wall will be designed.

H
L: I

.tss using an equivalent liqd pressure of 33%, the total

wall pressure qill be 30 x 7 X 7 X

£0114

; 73;# fer foot of width

acting b.39' above the Less of the wall. The reaction of the

first floor will then be 332% and that of the basement floor

foment at the third point ;
; 332 x 52 - 3o x 2.33 x 2.33 x 3 x 2.33 x 2/3 ; 1),soo

b : l),8 J) x 12 -
ISfi—Z'STS"" ‘

from the inside face of the wall.

7 1 H
J

I n -< - ”u ‘A r» n '1'“ A «'4
.LB assuming the steel to oe placed 1:

A3 - 3.43 x 0.5 x .JJ)4 ; .21 sq. in. rer foot of wall.

..T L", h a u 3 .
.se 2 d soaced 12 c-c for vertical reinforcement.

 

(/6

‘|

Negative moment at tne too and base of the wall will be cared
for by he u1iinn tne vertical rods to within 2' of tne outside
to horizontal and extendin

v
V

0 care for temoerature and other misc ell-

B
3
Q
in-
U)

stresses,

cr-
,1”
CD

3/8" "ill be placed horizontally bet een columns and
spaced 18" c-c. They will be "irel to the wertical reinfor-
c cement.
The base of tne wall will also be reinforced with

3 s"d to carry the tension introduced by the weight of the

beam (wall itself) and any loads that may come unon it.

 

P RD 111

Structural Detailr

C'T‘flt'fl . .‘v n
K) 4 I.-IQ—I J

Lobby and Cafeteria

.11

 

(D

placed as clos r as required for

(1)

columns cannot b togeth

(D

an eco omic a1 design since an entrance width of 21' is to 1*e

*1

- " I ,Z‘ ... ,.. ;. 11,, ,‘ p . 1' H w . --. a, ‘ a 1' :q_
provided NBCSSQltablnb a c-c so n 0; 2i 3 , and Since tn: . QaJ

This long span requires that the floor joist be carried on

beams run crossways of the building and spaced to five both

 

a fairly economical design.and a pl asing arc
*‘ . r- , l .. ‘.~. a; » ~
of columns. :our spans of 13'; 7/1o' will US used on eacl

-‘

11165

(I)

of the long span over tne entrance. The roo: and cafe~
teria floor will be carried entirely by these columns, but the
lobby floor will be partiall" carried by extra columns

introduced to decrease the lone spans.

The roof will be on one way hollow tile construction

similar to that used over the apartnents, except that the joist

(L)

Will be run parallel to tn exterior wall, the joist beixg
supported by the long transverse beams. Since roof drains
cannot be provided in the center, the roof mast be made to

slope towards the edscs, the 81 Ope being obtained by sloping

O

the slab rather than usin a cinder or iide r- concrete fill.

't

W
a

same as over the

*s
o
o

2he rate of 810 mp 111 be 3/8" per
apartments. A smooth ceiling 'nill be provided by suspending
it from the roof, thereby providing a dead air space serving

as a cgod heat and colu insulator and also prerentin; c01-

denssti:on of moisture on the ceiling. Temperature changes
will be provided for by a half iich eXpansion joint down the

center and si ilar joints placed over the supportin; beans

 

fZ/

-‘ ’ ‘- "i ‘- e ’a L a . XV ‘ - r- j 4- ‘7- -» V a _.« 7 “~
on eac1 ”1‘: of the entrance sue over tn; -ein cnjsceni to

0

“e corner "rsr*mrits, + ace

Jan‘v

V
I

chose need orer t‘

k

-e sbsrtnents.
V , Q I * u 1" T J- .1.“ .' t..-_ v" * "A n D C: 1 1' g J-
.ster ti :tness w ll be ocoaincn o, “can; 0. a c o felt
‘ ‘ 1 r . . . v -\ . §' ‘- ‘L '_ -’-« ‘- .w
and grave; cow rinr as uses over t1e .bcrtnenc .

~ . . ~ .— .. ~ -" ,," a o ,1
Tee roof till be mine or of A 33-10“ tile 1: iar cs

possibl , t bei1 ncc-egcry to nee )" til; over the ent r913-.
?he loocin; ov;r th :h rt ere-s Will be )3/ oor sq. ft. as
used over the cocrtmentc, while t-e lohiin. orer the long
SVVLi v.flil be l.‘7 nor2.:miiir. lJJ . ’.incc tho 11>r- scan has

snc tnc bencing moment will be

I - 3L2 ; 1ig x 21.73 x 21.73 x 12 ; 75,3)3
s :5

Usint a b" tile with a 2" too, t/d - 2/7.23 - .275, K - 1’

\ll
\fl

and h z .33 8 to give a T-bean with bcla nc:d rein? orcc cent

then using a 25339 concrete.

' '— 7 I a, f A $7..
*1 , , r7 '\ , “'7 r r" z
Eta“- ::5 4‘. i. or; 1- )3 {03) 12
r . o 77 r7 n r7 W7
“is - .3) C5 J. 141.“) }. 1.;g: .1/( sq. in.
-- PM / i l #- HQ
u«e c a 3 her ”Olgb ~ .co co. in.

«J
i3
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m
H
I
H
\J
J
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[0
N
M
..J
‘J
W
I
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rJ
1
k2

‘ .r‘ u 07‘ ‘ V+ + 71‘ I. p _ ' +' 1 ‘1‘.» ‘ ‘
3311C. 11:1 3118 bqr Q__ @9135] 3015‘, (3.; ,3 il’Oid S‘Jt‘f‘OI’J 91310 “00}:

all bars.
The maxihum moient to W; ch the short Conn: will ls
f‘
‘jected Will be 1/3 7L3 Where W is the Jaximui loaning

includ n: live and dc d. “his gives a benci.5 moment of

)b r;13.43 x l3.&5 x 12 - 23,333, s1d taking K - 194

 

p ; .Iklfli, gives ?3- 7.03 swii fl - .3

I
DJ
I

A a‘ \ .‘ " v
rennires 2 e 5 — .stc. i.

. " _..L. __
amount 0: :uC:.

,-.)
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H.
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H
'4
(3‘ , ,
(L‘
$1
ll)

 

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1" ‘ ‘r~ m '1 A ‘ .- H - ‘ "‘ a
er a.~ U4: S?1Dn. a.l gar— ai‘l u‘
‘ ‘ 4 ‘ . - - 1 ‘,-~ ‘ 7 ~ - ‘ in ‘ , ' v n‘ . ‘ '. » f" ‘.- ‘ l V' . ‘ .1 ’
:BDVDVCIIII O f {I +J‘Ae 8.LL¢L SVJTjT‘OI t3 . -..-LL l-L 1.xl-Uk‘al KT‘L‘B -11" "'l #1 L36
, . I r 'Lcfi ~A 1 m A 3 v 7 Ah . r v t
33/32 x l, 1; 0~,— f’* 9-10hq‘fl — 57*“, F 2 .3.;) ;.‘,).& 7/5

JAAK’ ‘4 ~., _

I. ~: v a

\' . a 15 um % 2 - L
_: 1.le "L lat/L.) - 4CD} {141" ”318 u

n‘¢ ,. ,_ ,: 17'fi :' ‘ I - ‘- - L ‘ ~\ .. 1~ . -

_ r;g:1rupr*,~JJ nkhfzés.fi, to t. -uuY?-N3- '111..-arc '1
1 , r I - . 11? 1n 79 "F + A! n fl Ln
-DRu - J P149 ..,3 : _ )1; u > U3 4*“ Voo . -Ln?> ch

 

. 1 p " I "_ f‘fi'. ‘V _ __ v‘ - fl " P F‘ r . R a .- A o .-..
~190u. VS:.ALQ; a c( i—z':w hiya a l) LlaJL» aw“ mdlrulwf
" ~ 0 ‘- w ~ " 1 . - -: L N _ a
134; p-r 33d, tdu .35A .11- 39 1n~1u13eL «a 1))J‘ “3r .DQt.
- - a» ,n 1 a v...‘ ,-, ., V‘ N" 45. ‘ . ,‘ H,
JLwfl~ all Subcl duet a; “3»9r\u “1,. L -1zlfir3331u , 31 ,-
TirJEri L111 50 havire; Kith Vfirobqf 3*“91m tile Ravinv 1
\’ U U . ".4
.- ' -.‘.. O ’31—} -. ‘ .0- D L‘. A 1‘ .- A . .‘ ' ~,. ¢.\_ . ; __‘\
‘aeigmt O; ,1“ p3! -JQL ADP gwig 313» O; u QJ, QQILR_ aha ”Din;
.‘ fl!) 1! fl-
1_D"1' 1) ‘ .', “5‘1" .. JOt. I
q mr2 17r2 v L1 v t1 “ 1‘ J “J 3)) "“" “”
.5 ... ‘11:: _EH/J J‘s - I! ~—. : l,’)) ’ , iuQ~l 11.9,
n 3
x,’ ‘)
1'! ' fl .-
'1 'b; Lt? ‘CA‘L.
r- o r. A ‘ 1 Q“ 4_ ,.. ‘ A_‘,-_. (I J \ ’ o
VSLH: stva v12» 1 SgrwJLJh o; l ,313, n-r so. 11.,
w ' 'r'." ’ “'7
l I: _'.: ... 2:12.121222. ~11L
fl ‘ 7.
C o 1 ., 3))
m7. H" H "‘ , 7‘» . ' F.1‘- GO ‘
-3) 2( k 1) u~°d G“€udeu ”2% q *;“tloq 1\UJ-43 3 411.?
‘?“‘ ‘ 1 -‘ ‘i’ ‘
adieu is Q;‘:: ejoifn.
w‘." ‘ ‘ ,v y.‘ .‘ 7"... L . ._ L.” A V D . . ' . .
L_e otnmr L.11'ufiegr ,1) SJThoruiflL Jns r00; will “arr; 1

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i. . ~J 1.;‘k

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" 177 i ’ . Ax v. . - ‘, .. ”A ,
m - 14;, X A1 L N1 A 12 - a4 _ma fiSEJmé. Beau mas & auction

 

223
ssign 3: 3??;L:riq i

,‘ L1,.._;
9 4

\, u;*; 5" an; 3" b 19 will b“ SE‘BSSITy

siiéu a live 13%: of 83? war foot risk ;5 use . 9*~

be two stair “ole“

LU entrinée
whiéh sneciqi

for
sufifijrt $19; be firavided.
‘he maximum bendiig mogent Will 0731? in L: 134; SU”4
SlaH “,t«¢e; the stair hales, this hortion of the slab btizg
sim*1y su“¢ortcd. The 1023 wii‘

nfi-hfiQ'?‘ no.
i ‘ L I: _

A' t11o wfii “finercue flaor 73» W3? SQ- ft‘
, and limoleun 25

KT!

 

 

 

“7.". :3
g. L$V

OZ.’
BJainder of ” ”bag will b:

Subjedtgd to q
xyixinum ;.1o:uent vim-

.JVA Infidel” 1U

- s. ‘, ,1 ‘ 1
liVu_and aeau laais
—~ A z -‘ .‘ (KW 111 f “¢‘1 ..
while the QdJRuth sort Shaus are s JJc“t€u to u;1u 13?d
‘ r L‘ \(1. 4-
oxly. “xiii; t1; ifiui 14

. v- ‘A ,.L .. 'u,‘ V.. ,
L MOMUHU 0/1-? tin; SHOY

D
\b
p.

sad 103& only :

‘ '2 . 1'2 3" l 7"
-_.’) .: L/O‘L' + .:.IA ,4,

— 7 '— - u I
g ; 1x-hz k 32-4-l:;£§_
13.

F1 ; 13.5: h )3 - 3)

17.0.2152. "1*. 9.13 numb Y‘ of‘ 134?
1 f.) A» "7.: ’3
”IE "' A )) .‘i t— o ;/ _j K L.

n 7.,.
Reia-3rcemsut

?.?3 x 3.2% 3

fl m ‘ ',-A In
38nd u: nalf tic d3

1 {"5 _-:_ 111.

_J
,.J

will be

spans

~ 1 (_j '2 - 7 'T
“I '- To; - 1)) :xal/ o 1' l). _(

Peinf;vnement in nonbe :

b — 3,)n g ;2_
1,5 x 7.25 x 7.

7 q
1... T’ 1, 'c ‘3
-;' - -1‘-1L.w\ - mix;
AL. - ‘ ‘5 —' ‘— '_
A1 r-vz—r 1i , 17
.2 + L...O{/A£ - “)) A 5/0.:

(‘79.;1
”7?:- ’- "‘ ’3
1... :I - ,‘o‘ 1'. _: JIOCL

\u'

h).

L":
V

H 3“

n.) C
I
1‘
\

)025 :_ olx.) Sn. 1-10
in.
rt
- 1 97"

 

0 31.1.3 ‘- 077.13 (30.

*3 from the aaja“egt ebdns:
‘Al',
‘JL'.

inaXignnnzdone

"W V f

Y‘
Q‘

L
J

O

n
L

th'

 

 

, + -.1 \ #-
Lu eibota noin..
‘ " - w - ~ L ‘- ‘ f‘ + g , I“ I' 1 j" j .
fine giruers 3; Qujqcent to one CMJIQJQC \ill ”ale an

overare load of 21.73 x 173 x l + 13.A3 x l7) x 1 ; :13)5

|»—4
(D

- ’ H r ,' H s “ ‘w ‘r r V” . f‘ ‘ \fi’ " ..‘5
Assuie a 27 k l» -b an LSIFUIJC loo g er .00. ”i.“ a

~-

’ ' _ , : i '7 7 "W "I
gig rvocun ?i epwoofing, giving 1 total loan of ,,ng our ft.

fi I l"‘_fi », H A ..... a :‘ 1' _ 1.. _ .. ,.fi .‘ ‘ - l:
I - ZLZh x 41 x Ll_; g; ; hyo ”Us aablmso 39%; has a goollln
u . H
3 A - Moo-o

of 479.4. CI

The girderg 239 will h ve an afarawe load of
13.55 x 173 ; 22))f oer foot. issuming a 27" x l&" I-beao
havin, a faction moivlue of A35.1 and a we ght of th; per

foot with a 5:, firepvoo?inr gives a total load of 2&9};

er foot.

'0

 

(JIH
l

 

 

737A 1 f:

11.114.-. L3--l
'1“ Q l: '11; fl J.‘,. ) a”' a q. ‘ 7“-
“‘ L" —' 0‘ b 0.- :Jo.‘. v-1-th; s “pLDOA LI
4 x. ~ ‘a '3 '5' ' - ,
hae a 0-1 1,n;tn of l/.Ao ano e co
‘n O a ‘r. "\h a y ~
alon. tne uront an” three soon? 3104+

subjected to vor; little load, its ;
tie the coluans together. it will 5
'hose height will be e.ns dered to be

Vt

103% per foot. it will also a

load, the amount bein indeterminate

‘

."
. A

to

(f

t

(I)

e roof joi

3on3 daring the end Spans, the
; 3433, ensuring a total 1on~ of 33)}

'fazing a imr adth of flange of 3" as
exterior beams, give: a depth of 52 ;

Since this is too sxall be ;e practio
be t aren, giving a total ietth of 12"
be arbitrarily take; as A "/o"o, nal“
1p and laboe‘ over th suhborts, th
,ontinued 33" into t..a ne4t span an;

tifflhfll t0

L332

portion of

air
‘1 ‘

went

L70

iflé

1- '.-\-.
J JJ

Fa

1o roof.

over fo‘a r Spans

It Will be

pornoe; being to

the parapet wall
iviig a loai of
the roof

it is

 

will be ,3) x 13.h5‘
13

foot.

for all other

-112 _: A: c: b

104

depth of 13" W111

e reiiiorceneni will

oars eixrj'beit

3h s beam is similar yo L331 except that it its a span

of 21.75' flni ie

9

‘r

$

U“

L

provided over t

.4
'1

will be taken the same as that of L3?
13" p c Ln‘e " /3 ‘ '7 3 2
1; ”DOSylu1v. “i 1’ A /3 X 10

.Q .. .- I 7'
13 3 1.2.4 Vs. 1:) x 03))‘(r .: 1.017 Sq. 1.;0
b — m - 12LDJJ x 12 - 12.A" .end

..‘-"1 - ", -‘Hfl-‘h’, -"

m."- 134 x l.) ;-; 113

emitie

Cl-L’Q'll’ls ion

1‘-
Us

r

y

301.! it: imying

9. Its loafin;
a tenth being made
21.75 — ODD

5/5".25

bar: book 11 bars.

 

L232 and L231

~

1

£37

The e"terior wall of the lobby will b: subported by a

L

,3
A'J

“3
.‘J

1“
-

t

A
.1

w

series of beans at the level 0

.—

‘ r i - - ' .3 - ‘ A- '/ “'1‘ ‘V .5. w A ,— .— r ‘
lobo‘ floor. She Jluule Spid tel Mill Lil: a 0-3 least“

21.75' while the four on eaeh site of it have a e—o len

N

13.¢5'. The loaiin; will consist o, a wall load only, tne

floor long being carried by the

("1

'irders. Eonsiderin; the
story height as 17' gives a wall load of 17 x 33

?he total load will be taken as 1533, per foot.

etoria floor and the

ljoflj/foot.

In oroer to determine the maxisum moments, tne theorm of

three Louents will be used. For this the olaar spans of
“ x 11‘ A ’1 van .... O .- ‘~ '- 2“ yw- a: q .- .
am 19.7 feet will e host... 30.»:iuerlil; Le ...oizlent orer

one oi the subports aojaeent to short Spin: as l 12 7L ,

<ivee a value ot m1 ; 1/12 x 1533 x 11.4 A 11.A 10,333

‘2
3 + 1).?“

11.A x 10,} + 233 h 31.1 + 13.71: -Ix 1.3(11.4

a z .
:1.)1; ; 180 -} x 1.5(ib53-+ 7353)
o; 33.3
Fw ; 1 3-1-11-” é_ll;£1§.%__.2_;2_1-12;:_; 0-5

7/5"; _ 1.23 so. in.

C4
1)

(I)

F.)

o
H
‘ \
F0
‘6‘

53 8”. 1:1.

11.4

\

)

 

{.1-

-' A- / v" .’r‘. 11 ‘1 . o‘
‘AO 1h). J afJ n:-$tJ:/T - l l) 'L—J‘. .. ’ J A aLhC‘l A .LLC“. )5 1,1) . lLCC
‘- 1’3 ‘l-' I :f"
- l;.2 X 12 — 4.3,
l
131- 2. 134 .‘I'. 14

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in the bottom.

 

XXV - 2;,2;2_ ; .1>3 so. in.
14,33) : 16
A '1

.'.A. . 1 ° , 3.1 -. L1,..- ,1 . . " ,
3 430 .33 shear is loss is all use other Jeans, 3 stirrups

Ina ‘ 1-.. _, 1., .3 ..i , .-. , . 4.‘ ‘ .. 0 ,
-nese oasis L013 the same relation to use 1033 -13or

V I 3 ‘- 1‘ -. y.“ A p A o . 4‘5 ‘ f o 1 A o a.-
q.) 1.1;-31 'iuxi La‘JB .an 3‘) the; Criixut 111 11331". . 1L: «-591311
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- ,.. '_ i 1“ ,. . _- . ,.. .- ... ,.. a "q.
oorntr to bring the oriokm r; to «rise. This mill still leavt

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girger cxtendn
ed at one end by
the Win; and it
covercd by
zrhproxlmatelg'rull éqrrlcs
13.L3/2 x 170 ; 1143},
‘Ffi;;3

in; a

gives

a J r' ,

‘.L‘/3 ; 1303 x 2).; x 23.; x
w '1. x ’3

Assqga a - 13' J - :3

)

@151"55 :_ 3.11; 3"

b2?

3116331" :_ lDJ) X 23.

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535

m"
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‘- “. ,- +- 4‘« — -,-‘ I‘
E «L1,, :IJnUI-l.1t q.) .:.-., C’AA 04

y a special corner colunn
1 _ « x1
nae a 0-2 l¢ugtu of 23'0'

load of

I . _L- , ‘ .L‘ . ~ ‘ ‘ _1 _‘ P“ Q
03); pur ;oot lAélquiu; tne

a nmxlmum bendin; moment of

12 - 1)"
x l;

 

3 X 1").‘103 - 135r

 

 

Shear taken by concrete ; 7/3 h b) x 9 > 1” ; Bfooé
, , n - , '- ‘H
a : 124132.:-2;§33 X 32;;-§.l2 : 5)
1',433 2

thear taLen by qtePl ; lOLA‘D - 31533 L 5 ; 234,39)?
’3
‘—

qu - 2.:l’irLJJ‘) _: 0); Sq. 111.

7 /Q H
I) \J

stirruts

U-stirrups

U1

’7}

lace at 3, 35,

.‘ ‘ . 1".
3.1 LLL 1+ \j)

' fTOJ surport.

Bend up one bar at 23" and one at 32" from suphort.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

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J1 u—J. :31
r V 3 ,-— ‘ .3-1 3‘ + . _ f” l“ .. _“ _L ‘3‘
Pr is f:irQer is loca.eo sirectlg sboxe 3: ans has a“;

same Stan ans 3 similar loading. Using a roof load of )3}

per sq. ft., 5 yes a loading of 90 x 13.45 x l 3 545;.

As Jsuhxin: a totql load of oJOf per foot gives i moment of

1/3 x Boo x 23.5 x 23.5 3 42,033

Ass uming o 3 )" gives d2 3 é2L3333§31§ 3 3L2 d 3 17.5"
134 n 9

is - 9 x _%.5 L .33)! 1.57 so. 1..

Use A :"6 1.7" sq. in.

Shear 3 3)) x 23.5 x E 3 320)}

Shear taken oy concrete 3 7/8 x 3 x 13.5 x 53 3 7333;

Bend up bars at lb" and 25" from support, no stirrups being

This girder suenorts one end of the roof also and the

Darsoe; wall. it is not continuous with 337 the chimnev of
- . 1 v

the fireplace separa .tin the two. It has a clear span

length of )‘lJ§", the designing span using taken as 9.)'
Qua t moment as TLQ/ID. The uniJorn load wil be

 

A. :_ 8.0 )1 1) X #30914 ;.081 SQ. in.

fihear taken by concrete 3 10 x 9 x SJ x 7/3 3 39A3J

No stirrups are necessary.

635

 

 

 

 

 

 

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This Erider is loca;:d diroc 1y under 3371 and has a
similar loading. The floor load will be 170 X o X l 3 53';,
and the wall load 1733 , giving a total of 2Ao0f per foot.
Taaing the total load as 2033; gives a n nent of

x - 2533 x 9.) x 3.9/1o 3 2 ,Loo

I‘! 1 r - J v H ‘5 (- vs r ’ ' ,. -
Assuning d 3 lb tne san» as for L2dl thbS,

 

25 4 X 12 ).5"
lo

AX 14 X 11;

A 3 9.5 X 14 X .D))4 3 1.25 q. in.

[D

7near taken by concrete 3 ) X 14 X 7/3 X 50 3 5333?

533 X 9. ) X l2_ — 34"

 

f steel - 12 333 — 5 513 X

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- .63 sq. in. requiring

GIFf'F 35

‘3

-his girder extends across the front wing of the build-

p—a
c

ing at the end of the lohb’ sojacent to tne entrance.

supports the lobby and passage floor and the exterior v.all

1

between the lobe and passage. fine column in the ont r of

(D

J

tn into two equal spans of approx-

13w5/2 x 17o - 21.75/2 x 130 3 3313} per foot. The wall
Will be coM1si ered as lo hi:h, giving a wall load of
33 X lo 3 l233fl per foot, making a total of 1.240,. i desi

load of AoJDf “er foot Will be used allowin: for the weight

3/3"d U-stirrups.

237

 

oe taken as L'QJJ X 2;)

 

 

center surrort will

_ ‘ I, ' " .- ‘ .
.5 X 23.3.; 2~+2, )JJ, am. in the

of each beam as #333 X 23.5 X 23.5/13 3 1)},333. The depth
vill be 11 ited by he headroom neoessary in the basement,

clearaioe. The effective depth
‘ 7 ‘m -\ ‘0 . a 1 R"
3.1m tic: stem 1 10 v.4. 3.5 ._ l .

 

 

b .2 3.5.2.2223 - 2).:2"
194 h 22 22
hiL _: 2).2 X 22 X .JJ)Z+ _: 3.04 SQ. 1.Lo
1:88 3 Ind _: 302$ SQ. 1110
Design over suprort°
K 3 3g3 3 22,2) x 12 - 334
‘u‘ 13 " c2

The top reinforcement will consist

straight in the tOp t

will be reinforced wi

the center, giving
Shear 3 46)) X 23.5 X

H
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ar taken by eonore

50.23

I
Q
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:34

.Dlo X 18 X 22 3 J.fi

0 give 7.35 sq. in., while the botton

q 3 . 3 3 c 1 \ g D _

tn the b 1'6 COutlHuBt straignt iron
sq. in.

% - 47.1335

s
-.- 4-

te 7/8 X 13 X 22 X 33

a 3 A7,1)J - 17,233 X 23.5 X 12 3 77 On

 

47,133

shear taken b; steel

 

“XI-AV _: 131931393 _-_-_

14,333 X 22
Stirrup spacing:

1 C -, i

3 EN _: 7'3, l),
A i? 3" :_ 23, (3’),
1 e )" - 47.
1 312” t F)”.

 

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Z A7¢l)J -171332 X 77-5 : 1,133,)33
2

3.75 sq.in. rquirin; 13 ?"dJ—stirrups.

roo
\AJ

.-._ .— ,7 -

3335

 

 

to 115, 3

A5 22;J£ per foot,

per-foot of beam. The moment

2533 x 29.5 x 2>.5/9 ; 131,3)3,

331d. 1

m *I
I

23.5/10 ; 1o5,ooo.

37’
(

«1 H
stem wiatn 12 .

b : 195122215-;§-u: 1).2"
104 x 2) x 23
35 3 13.2 x 23 x .3331 3.32 so

 

Eesign over t"; support:
K ; 131.33) a 12 3 323
12 x 23 x 20
F ; .3137 As ; .31L7 4 2D x
p'; .31) :5 L .015 x 23 k
The 5 1"6 will so conti.ued stra
give 3.3 sq. 13., and 9 1"6 Will a

tap to give A.77q. in.

Shear : 2530 x :23,503}

23.3 X %

 

 

 

 

Shear takon by concrete 3 7/8 x 12 A
a - 3,533 - 1343;) x 22;; x 12 r 7
25,503 2

N a . — g, . -

shear tqcen by steel ; 2glo))_- 1).:
2

N . ; 5131)?) - 1.8 oc. in.

14,)33 x 23
H“ '1 /Q"6 T _4- n o a}? 'zwc4- r
Ube -Q 3,u J-Stirraps opaco Joou a

over the

ut

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bottom

U1

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+

U

its loaiiug is only

giving a design load of 25(3f

O

in the

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Stairs

A; t?: cent.r of th front "in: f .n -Jilding, there
\ ' ‘N N r. r\ -. - - ‘.’\ r - -\ 1‘ ‘~ \ ~ -
Will b- 2) message leadin_ fron the street to tgo coirt.

Doubl: doors lead from the passage to s vestibule on each
side. Other double doors 1_s¢ from the vestibule to the
10023 nroper an: to a cost room. Stairs lead from the coat

T0323 to t.e ca eteris above.

V

fl

anothe

3'

"5

s nirns; at the end of the lobo" leans to t

.2
A ‘J

t

various apartment halls and also to the rear of the csfe-

hese stairs will be quite similar to

L"?

teria. The design of
that for the main entrance, ;ltho the en in ortizigg nemoers are
somewhat gifferent. The maximum span is apnroxinately 11.5'

while th_t for the main stairs is l.)‘. Since tr is differ-

(U

the slab

v

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ence is neglisiule. the same design will b us

9

' . V I. n. ‘ 'v fl _ .‘I 1 H ‘ ,3 . H
beins name 0 tn cx ans reinforceu #1 th 6 spaces 1 c-c.

....

The enfi of the stairs adjacent to the hall will be supnortzd
'2

on the seam A213), a continuation of ‘35;. Since its even

and loading are similar to that of .333, the same dimen

(u)
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and reinforcement will be used. Phe other en; of the st

9)
F”
H
U)

will be us prorted by a beam which is carried 'y spec

H

a1
columns. Its maximum losfiing will consist of 1 stair load of
220 x b ; 13,0f and a floor load of 170 x 7 L 11))? includ-

q

ing maximim live and seed loads, giving a total of anprox-

is51iin: d z 7.25" for the seam in the T,rst floor,

V

b _. ...... .. singling? _. in
us“ 134 x 7.23 x ..29

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ce‘ h of 1L" ani an ef“ective denth of 13". Zsing the same
moment wives b : 35,333 x 12‘_ ; 15.2"
104 x 13 x 13
AS _-_-_ l: X 15.2 J ))J l.) 51' 111.
"2e 4 7/a"d ; 2.11 sq. in. Bend up and hoot.

'I

”he sec o.d stair 1 angina will as subjects. to a load oi
l7f7,’ 1'. ’.‘. . f '"o, v.1,“ n, . ,:_ f H' 2 /_1 17ft; /3 . -__2 '
,3); per oot, LlJlup a nontnt o ”L ,o ; 1,39,. x 13.3 ; 17,233

ssuning a deptn of 5.2;

49"

OH 3'. I A ‘ - .1 ‘, v a ' H
has A 7/o d - 2.bl Fq. in. Bend anu hoox over :anrorts.

ice stairway leading from the coatriom to the cafeteria
I supported by the cafeteria and looby floors.
The cafeteria floor at the end of the stairs will contain
extra longitudinal reinforcement ior this our os e, while the
second landing will he hung from the cafeteria fboor by rods
encased in concrete. ‘he lower landing .ill oe sucported

above the olnmns.

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This supfiorting arrangement gives maximum stair span

U
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of approximately 11', allowing the us of thr an. stair

(
L.)

deptn being

O”

design as used at the main entrance-—the sla
' N , _ 1 ,. - P, ., ' D
0 and tnc reinforcement conSisting of %'d placeu A" c-c.

-ir load as 225; per so. ft. :ives a bean

'1)
(+-
{J

“axing the

‘

loading of S; x

2 .er foot of

[\3

0‘
I

1253 v.idt h of stairs.

W:
P-

The bending moment at the center of the 11.A' span due to this

a - .fi , ,_ h 3.1 ., i ,1 .. .3
load distribitea uniiornlg over a near one enu ;

m,— 1 ' ‘r I ‘,
15:22-.. I: Z? A 112 1 '

___ 1.A x 3 z 4333 assuming the menent to be
11.h 2 13

 

 

£44

3 ,
~ , J .-..- an ., . , .. ,, ‘»—‘ » ~- -~ ~ '-
[Lt/o for a similar cean uniformld loaded thriodt its len

H

‘

,- ..- ~ , at .. -- . ,... 9
Assuming the oeam to ha/s a Widdu oi 1

l‘.)

gives a moment due

l4)

0 1.)o as previously determined, and

p.

C"
0
cf-
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otal moment to b333.

U0
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4
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The stair landing will have a length of )‘3". It will
as snojected to a stair load of 1253} per foot line a landing
loai. The landing load will consist of a dead weight of
8 x 53 x l53/lhk ; 533% per foot, and a live load of

163 X 4 ' 493 ~ 433? per foot, giving a total of 2353

‘ll‘

5“)
(L
“5

foot of landing.

H _ 235) x ) x )/8 _ 23,53)

,
I

is : 55 x 5.25 x .339h ; 2.73 sq. in.

Use 5/9"6 Spaced b" c-c : ) x .33 z 2.73 sq. in.
The ahngers supporting the second landing will have to

contain 2353 x 3/2 x 1/13333 ; .513 sq. in. One hanger will
as used a. eacn .orncr 0 one and ng, V L _ . o sq. 14.
being used in each hanger. The bars till be encased in
concrete giving each hanger a thickness of A" and a width of

8". The hanger rods will be hooked about the rods continued

(I)

from the stair , the landing rods being hooked also.

 

34f

*ni-icsl
c oi“ “33
IAK

give an averag
H. —.‘. 4.
:econd, .

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piecoc bu: much tco IDfl f3; zuch piece' a: beds au& ct ire.
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