The Washington herald., 1909-07-10

Sab and Intel Forms No~. IL - :.
Spans leas than feet. -. F-- -
More than feet and less han
More than feet AID less shan
Rect -------------. .......... Fs-r
More than feet and les than
IS feet .-----..-.-..-.-...........I % ds~s 1sS-.
Aore Than 3 feet ard less thsn
q lerL -------------------------- le days f5 d1rr
SuPEorrs foF beam aH1 sirde-s.. 8 dn7s S.rs
1cllIrn ard waA f1EI1s-----..... tavs IL 6s-.
he above times y removal are 70 BE- esti-
nalel from tie tine when the concrete 3 cr-.-
pie'ey piaced ia any se-tion q TIE sork
- of cHWHngs shan be Sled % the wa
lol me use q the InsDecto- OF Buildings and
ulHn tne-e cravings shah b uarked lr iut
r tae foreman O. sUperiurerdenr the u-ur-sss ~
tLe ercrete TCrk with the daIes q ths eTe-tfisF,
ana ne ortes Which the forms nav be rsrsov.J
80 llic1 sn1H b. lniti1led r. ink - the II
-. d charge q th0 work whose duty II
s9aA - 10 see that they are n aeeo-dsace v-ffb
tne abqFe schedule and that the forms srs ~
removed hefcre TIE rgcc75sd dates
--e leIlo'.ls ne Temporary supports q ths
oea-a1 enQ s17-ers. az least ore sfde a. - 80,
eent column f1ms and one siSs - - -
4hc srder FORM shan BE- removed 81 o-fer n -
poe ne concrete 70 FieT. - as % gfre evtsa-o.
i Ht me crncete Is sourd and hsri.
h.irL LoI1A sre being semoFed th--p sail h.
10 lcad upon me portion z co-r-..e sse--es Il
-Aosss q onesEth f the I've Dad f,- uhs-F
the portion afeced was desiznst- -rrsss 80
a. [--4 are ieit n % take care u srca Icad-
--o-Ll.l &C 9rrcrate ro1rs fhis does no- srr-v
- Reinforced concrete f0or slabs Iaif mr. 80
neans and gr1ersl must be supported r- ro1ffn-
OoH hnes ~ Temporary vertical uoe-s fv-e-ia-4 -,
- Ls reg "eisatsi eztending down 70 ths
oaseIn'lt or 20 foox which Is sfrory e-o--b
70 bear the upper foOT loads. These r-rrs - b,
ren9Ftd a. such rDes the unuar Aoo-r -
hardened sufi0enty 10 safely carr tbefr or7 -
earTv Their Own weight.
TIE tins Il rrmoral Ei7sn hsseinh.f--s "a
nass1 upol The aEsrulrtion that the r,u-e- 49,
are sI1lCe1t-y strong % C-y their own vsizt-s
or Thar c0nunu0us lines q vertical rosts r..
been lroTided % take q TIE uupe- aoor loads
TESTS. SAFETI FACTORS AND STRESSES
Tests s1au be made hy the builder undsr TIE -
rec1i1n n The InsDecCr q Buiidirgs u t',---
tines the oalc1lated safe live l0ad. Thess tss,a
shaH b mads az Esch tines and az such placss
as the ln-1ecICr n Bindings nay dluu-- ara -
. ouildsr shan - held resuo1sIhIe 70 arv Srr,s-s
that results Of nay res1lt from TIE sad tss-s
ALLOWABLE STRESSES
EKtTene ft-e stress r1u-rv-e onun-.,
sio1 ihenlmzl. go Rs per s1uars inch
ETtrene t1re s-russ cnder cu-c-sts
.oea1zg. - p. Der s1u1rc incl
ol1-ece direct czrursgyf-r er rhs
per square irch-
cn1r concrets dirsot oo-z7rsszi7a. Il
bs per square iach-
shslrHs stress 90 I:2-;4 concrete. 60 h pr
square i-eh
Tensile streash q s.ssl e ol0 b. ps- sv-ur, s-.
C117ressiTe strength q steel ls00 rs per s.-ars
incl
shearias SrnEho q steel 1000 Ibs Der s9uare t1ca.
MEie al ec1erets ocans snd slabs shall -
hassd u1ol The foregoing nsthods and slovah-s
-rrcszes. any design that in TIE or1-ic- - -1e
lls1ector C Bgldizgs Is rot carable % E-1o-l---
sI-tcie-- te-t- c zfe-T with 1903 -ha pes
square tlcl N Che steel. shall be rejected until
s-1.cient stirr-1s ard heldlnE ~ n r1ds shall -
IroFided n sfc-l factor q safety cf a. Lease
on the I've load
DESIGN. TIE minimum thsesness n es-e-p-s
.-T H--aa - -
tels. beans ard rir5e-s si-zu Be srchss
Tie minimum themes of c11Gsts be-o1d .is
o-tsce q the outer rg1-fc7iug s-sel q Lir-e,s
bans and Erie-s SHAH Be f1ch@-
Tie ulinl1r--u themes q c1ucr1ts be--w 90
o1-ron cf the reiuf'1-rs stasI Of s-2hs szsu -
ere I inch
Ta- uiaszrn rli.su5ss q e-azs-s bsyoz1 tas
1l-sscc n tae outer rriuf--c.nE steel q c--u-rs
fc- Structural r-uposes shan be i1oaes. CFo- f-s-
-rootug u Etesl see ~Fi-spruof-E-
The following E-le-ll ass1up-ions VII be uass
n e1ecaaE che de=iEu submitted 70 TIE Irsucc-c-
= BuildilGs fE aIrr1Fzlc
.li CslcuiatiCus VII be bGs-d upo1 vc-rs-g
stresses and safe i0a5s.
- Cal1lazous WI be based u1oa re-tTsns.S
ra-ll-lols = rhe cu-7-essiT-. and TIE teusi1n u
the c-rcsts VII - -sz.e-.=d
81 TIE ratio = -hr uctui-s Z sias-i-f-v q s-eei
&C. The motulus = elasticity q OuCTre VII -
taken Efr-el lS.
When a s,-b beam or gsTser IS designed As CT
tir1o-s crer rs s-rrr-ts rei-fo-cr--e1- shau b
In c-EnrzrinE era positive AID nssae5-s r11-eras
IL sahs- hams And girle-s cu>ti-uc-ss c~er -=r-
crzl s--pc--z. 6ue 20 u-fc-ziy dis--it--es l-rds
,ho-b dad ard I've the following r-ies VII -
arr-uVzl q pIarS
a. That for socr slahs. ths bs-di-z nonsu.s st tfs
.nl.de Z their lsnE-hs s-d e. the E1U-urrs IS
- vhe-s Wv rsszes=.s tas lad o. beaa,
ard Z .he s71a q IRE ban.
b. That for beans and EiUis-z TIE beu1i-- -
nsat AZ TIE u-idis q the-- lslg-Ls ard AZ -
slTDurts for thsi- in--.r EDsus IS w. w ard s5r
ena s7aas IT is "
sl1bs bans ard girie-. c-ntinsous 70 t-7
Su-B only having uniformly dis-rt-ted I,sss
VII Be hs-rei upon the basis q bsndng u-ne-t
ou-d 20 - ~ the middle q thsr Iszy.hs
TIE rvqe- rsiufo-cznsut shan extend 4 --=-a-.
dis.ance bcT0cd ths center 4 ss7r1--s % develop
sdhes-'n eguai 70 The allowable tensls SITS IN
Wnere beams are -eiul-rce1 on he c1-----sss-a
z1e- the Eeel r2y hs assumed % cz--y rs r-1-
portion n stress base6 unCu a r1ffo = -r0S-'-s
q 1ttren l5'- IN czss q CuurinuoE-s beans tn
sle and Coz1r-esgi1n usirf1rcazant ogp- v-s-1---a
snail eIrgDd 2 S-Ecent distance bev-rd the 80
pc-r % dersl1D -le requisite bord strength
lhe lateral s1acng q parallel be-s q the l~r-
est Avers q horlzcu-I re-fcroeuerr r--ri5- Y
fT tension shan not he less than Two disuete-s.
I
n ther thecre-czl pcscion hy uezns & p-ope-iv
1esiSned sercratCrs CT spac-s ard not iess rr,1
- c'arlereTs cer-e- % crI-rr. q bars z p-C1r-v
cesiE7@1 sepcrlrc-s q sTacers are not 20 bs usaI
The parallel bars p the u7per layers q the hori-
1ontal rgiuto-unGut providing f1r tension shall u-s
be spaced closer lats-uIiv tlan three Giarueters
certeT % center. The clcnr suac-- be-veer tr1
iaycrs q hcTi1o-taI bars Shau Eo- Re les han =
than = inch Re.zf0rclng steel f,r slahs. fr---i
70 carr srrsssss shau not be sreoed furrher
apart ;han li1 TINES the derth q the slahs fCr
slabs n0t szceedus fcur rn ineaes - dspsh. a-a
not further thGn Two TINES ths depth q ths Sab
Tor siahs exceel - f0vr li Il1hes u dfDth
Nam tension uenbes foE slabs bans and
g-rde1s shall not he spliced except oTer soppo--s
Where the unit sharing stress n siabS hams
srders Or lntels eTcsed those allowed IN the rssl-
-aticns, these stresses shan he take1 care = ~
shear hs-s cr s,tTuus TIE shear bars CT s-irr7rs
shan tase care q the difference between the total
shear ard the shear which Is allowed 70 be czr-
ned by concrete in these regulations II IRE hzi-
zontal tension rods are p-Upely bent I'd they r-rv
he considered - sheer bars ard Hg-ro3 as cary-
ing a portlon Cf The shear
TIE steel q beams arc r1-1e-s sbal - 80 &C.
sigucd IS % securely re tie building toscher ss
sto-y levelE
Al 5a5 ziculzted a. czrying shear shru e.
tend % within I inch q the tCp q he beEu-
WheTs stirr.1s O. heut rods are cai-raseS ss
csrTyinE shear. thy shall - spacud n0s furth--
apart than The dsDth q the slab ban. g-dr O.
Intel
In slab reinforced IN tvo di-ertio1s. sss elerr
span referred 20 IN the following seursucs rgfe-s
~ tbe width q The slab
The thickness q 3 aco- Sab shau not = l-s
than 0nc-thirrieth cf irs clear sn1n hut sor roSs
the ratio may he ore fcrt7ffth
Floor slabs designed 20 CARY hozFy ccncsrrra,ed
loads shau be provided With icugitrdinal IS vel
as transrerse rvirfo-cenenc - es % distributs
The coucentruted iocds
In ccmhiuatiol ccncrete and tiIe construction. thc
dead and entire live loads VII BE- assumed q -
carried By the c1ncTete bans. For this class q
c1nstructiCn- the tile shau b. oC-ruzated IN