The Washington herald., 1909-07-12

Nefe t'---s f=et and less than
Nor than fset and lsss nan
y feei -----------.------------- 70 DAYS e fr~,
More than 3 feet and less thzn
p ileL y DAYS Il -.
surpcrts for beams and gi-de7s q days 2 s1v.
COMM ard uall f0znlS---------- 3 daFs II fs-r
r. sbore tlnes q removal sn 70 Be ssri-
mated from The tine when the o0norfe /, oo---
petey placed IN any secti5n q the rurk
\ 81 q drawings shall b. fled sn he ---k
Tor tne use ~ the Inspector Of BuiIdirar a.
uDcn these dIawlngs shall be marked IN i-r
5F the foreman or srperinfeT dert the rrqre-s -
ne e1nese's wcrk with the dates q the ere-fica
and the dltes which the forms nay ts rgrovsi
Iheso dates shan Be initiated n INK b. he in-
spfctor ln cLarEs q TIE WorE. zbose cutr y
shan be 20 see that they are IN acccrdarce vita
the above schedule ard that the forms are pos
removed before the recorded datsz.
Before removing the temDorzry supports q tbs
teams and gir1c-s, az least one sice q the ssh-
ofnt column forms sud one sids Of each han
and girder form shall Be removed IN ortsr 70 e.
pQee me conc7ete 20 view. 80 b ETe eTidenos
whether OF TOT the concrete Is so--d and hnrd
Wien ferns are being removed. there shau %
no lad upon the portion a eoncrete effected n
excess a oDe-sNth q The I've loed for wh{ch
the portion aheccsd vas designed. unless tempo
raIy pcsts are left n % take care % such ioaz
/ Reinforced concrete f0Ory This docs nct apply
70 reinforced concrete fOor slabs laid upon steei
neans and Cir1ersl must b. supported b. corss=-
oos -nes q rsnpo-zTy vertical posts fS1i5csEt 20
casTy The foor Teightsl extending down &c he
n1semn nt a. % focr which is sfrorz ecourh
70 bear the upper hooE loads. Thsss prous nav b
removed az such tnrs as The uDper hooI have
nlr1cnfd ElICel-ly 70 s2fely casrT Their cwn IcsH
and such hoors above them as are unable 70 ssssIy
carr Their Own weight.
/ The TINES q removal given here5nbefo-s srs
haaed gpon The aES1nptioz hat ne u7per soo-s
sre s1fHcently stroug % carry their own -eSrs-r
CT that cnntiruous lines e vertical uosss ksrs
been provided 20 taks a TIE upper 6aor Io.dl
/ TESTS. SAFETY FACTORS AND STRESSES
rr-fe ~ - -
rection q the inspector a Busidinrs q ehr-s
TINES the ealc1lzted safe i've load These t-s.s
/ shzl Be- made az such tines and AZ zlch p,a1es
as the Inspector q Bufdings mar direct ard ths
that results nay result from The szf3 tss.s.
1 ALLOWABLE STRESSES.
Extreme 6bre strsss /: oonGsts oocu-s-
sion tbending, SO lhs- pe- square inch
/ Extreme fhre stress ( cindsr conzSe
l lbeDdiuEl. 80 ihs- per SQUARE inch-
conGgts di-sct cumpSeSsicz. so IbsSs
Der SQUARE trCh-
Gndsr eon1sts direct e1nrressiou. y
I h Der s1usrs inch-
Sharing stress IN :ail concrete. SC Tbs. Dz
square ineh.
Tense strength q stssi. SEQ r51 p- suuurs 4Dc.
Conp-esiTe strength q steel. 400 Ia pe- ssCs-s
fnch
sharing Strength q steel 1000 Tbs per squa7s ih.
/ Whls al eonerete beans and slabs shah b
h1sed UDol the foregoing methods and Allowable
[ Etr0ssss. any design mat n the opsricn a TIE
Inspector q BuEdfngs Is not capable q sfcrdirz
a sIficient fscto. q safety Eith IeOa Ies. peT
I sacarr inch ii the steel shah Be rejected until
s,zaiceut sttugps and bending I'D q r0ds snail -
p-0T'ded 70 sEo-3 factor q safety q AZ least
5 o. the I've bad
/ DESIGN. he minimum thIeEness q oonovts
be-cW The bottcn ~ the rrinfoFcirS sseei = In
teS beans ard Grlers shzn b inches.
The minimum themes q ooncrgte bsTozd ths
outside q The outer reinforcing steel q Eute,s
besrs ard s4r5-s shall Be inches
The usiuinun themes q caucrsts beloE rs
ootsora q TIE rsiufo-ng steel oi slsbs shzIls be
ore 90 inch.
M n.ininun shirEues = o1azsts beyosd Il.
o-tsids Of the ostsr reiuforcug ssssl q oolunrG
for st-ucuTsl prposes shall Be ? inches. Per fre-
pToctng n stoel Sc ~FirsFrooass.-1
The failowlrs Sene-sl sssunps5o1s VII be urds
IN eaecEirg ths dezgn Submitted 70 the Inspector
4 % Csi1uiltious vi b bsses upon vo-ziss
stress AID ssfs lads:
q Cslsalstioas viH se bssed z7oa reesissar
vsyiztions 4 TIE co--p-sssio1 and TIE terssoa n
TIE conGete VII b neglected
~ Tie racio q The uodulns q elasticity q strel
% ths noeuius = elasticity q oonc-ets Eil Be
taks7 as fiteen Gs.
When slab. hean . girisr Is desirnsd a. oo--
tizuo1s c-e- is szpPo-ts. reiufcresneut shan -
geuy rro~idsd az points q nsszti~e n9usnt.
u c'-1p-tir= TIE posi-trs ard nesnti7s 1cueuts
n Sahs. beans and s1rts-s e7nt.1n77ls oEsr ~
eIl suppcrlz cus 70 uu1Urnly Distributed lo1dE
Doh desd ard live che foIi0Ei1E u1ies VII -
ussd by the Irspsct- 2 Buld.nss as tasis fcE
lp1-oFzi q rlanS
a. AA1l LQr LLe az Ll-1
middle q her lens-hs ard a. ths supports u
-. ves-s w ryp-essrts ths losd &C be.z.
and L ths spau q n. bszn-
B. That f-- beans Sad g-ders he ssn5ins -
nslt AZ ths middle q thsE ,SlSths Esd At ths
supports for interior suus i ". sad i1 saa
spans IL "
slabN beans sa3 rirsers. ooutiuu7us tur t.o
: spans unly haTinz unifo-niy distributed ios6s.
Z VII Be ag1-ed uDOn The bass q binding nonsnt
equzI to y at the middls q thstr lsn--hs
his uppe- r.iufo-osuasnt slan extend = srzaeut
6zta1cs beyond tie ceater = supports 20 develop
Adhesion equal 20 the allowable tensile ss-sss T.
2 the steel
E Where 5oans sre reinforced 90 TIE oonr-sSsgoa
Si6e -hs steel nay - asEu-ed 20 cluv its 10
; po-lio1 q E-rsss bzsed UpOn Etio & nodulus
q fftesu l5l. IN CAS- q con-iuuOus hss-s tsr-
Z Sic and CmuEezi1n reiuf0rcs1lent 0rer Supports
shal extend a sufficient distance bsyund he SID
pCTl 70 deTElcp ne requisite bond sfrguyLh
TIE lateral spacing q parallel bsrs = TIE lo--
est layel Of h0rtz1utai reinfuruomgut u-uFi1iug
for tension shah not b less Than -Wo diaustsrs-
csuter % centsr- q ns-s The hars sre % be he'd
IN their theorstl1zl position q rsears a prcpe-T
deSgneG sepe-lto-s O. spacers and ~ less tksa
- dianstss osuter 20 center. q hs-s pre7s-y
deslgs1 sepcrZ-1rs o. sr1csrs are not % he rseC-
The parallel hs-s N ne urper lays-s q the hori-
Eoutal rgnfo7ceneut p-oEding for tension shal ~
b spacsd eloser lass=aTy tLan th=ee diEaetsss,
{ csrtef o center. The elesr spacing between two
lavcs q hori1ontzl has shall not b lsss thar :
fthaa 4 ineh- Rsinforsing steel fo- slahs dszred
% CARY stresses. shall not BE spaced fEther
{ apart than - tines The depth - The s,abs for
slsts not ercseifnz -four GO inches IN 6epsh. and
ncr further thsr tEo tines the death q TIE SAB
fog slahs exceeding fSer l4 inches n depeh-
Main tsnsi9n msmbGS foS SLABS. besus ard
gniers shall not bs sDiiced eIcept over Sapporzs-
Where the unfit shea7irg stresses tn saos beans.
rr-opN -fnEa alf~-rnT
la-ions. these stresses shall he taken cere = b
shear bs-s O. stirruPs TIE shssr ha-s CT STRIPS
shsl take czrs - TIE dt1ersnoe between The t5tsl
shear E1i he shea= Ehich : allowed - ee car
rieI hy ccncrrte IN these rsEulaticos Il TIE hr-i-
zoutEi tension rods ar pTo1eTy bert 70. they rsy
Dc considered Is shear bars ard tggTed IS carJ-
! ! ins q portion q the shear.
The stsel a beams and Ertez Ehau hs 30 de-
signed as 20 seczsy tie the building togsthef a.
i s-ory levels
Al Aa- cizilateS as czuyinE shear shsn x
tend 70 within 7 inch q the TOD q the bs-u-
, Where sti-rIps CT bent rods are oale-slatec a.
, car-yirz shea- they shall Be- sDacad not further
apart than tie dsptA q the SAB. beam. girisr o.
intel
In slab rslns5rosd IN two dirsciious. tie clear
span referred 20 IN The following sentelcs rsfers
20 the Width q the slab
The thickness q a foor slab shsE not he les
. than Cnethirtcth q SIS clear spsl. bit f1r rocfs
the ratio mas Be one forty-dfth-
Floor a1hs destEned % cary heavy cunceutrzte6
loads shah be provided with l0nsitudnal Is vel
sc transFsrse rgiufo-cemsnt % dist7ibrls
the concentrated leads
In combiuati0n conzete and tile ccastroctiou. ths
dead and entire i've loads E1l Be Assumed 70 hs
carried by the oon=ete beans Fer this eass z
! cocstrnction. fhe tie shsh be coFrusated IN
: horizontal drssron uDon irs Sies and IN al ether
, uays shaI conform % the gensni Specifications
s-r stu1cfurai tsrrac5tfa Ties snan he Eel wseted
. before bsiag used
Wlrrr hsrus and eiraers are constructed mono
! lthicaliy Eiih the HO0r Sab. the floor Sab nav