1005-02 - 2004 EL SEGUNDO BLVD EVERSION 11.200
OWNER.U1LDER DECLARATION
I 'ar.oyawn ✓•err penal).NpW .. pmat I on neap Nan IM Cwa W.on
lacOnse Irk the IMwwna reason ASK teal S, lsWys MO Mammas coo..
My lily O corny ANOI (spares a 4NTY U s.✓.Wall allef. improve, aaw,A or
v .Eactu. as iStuSeae also I saute.. O4 K00E0l to such pwmr
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tola s Ne�la mote a Ore pematy of n. than :m Itorn IEs00) 1.
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pNaL (. hW Oa ow MTh. era the L co:. n nor wenAM or on.I.d log al* (Sea
1044 %Wren end Pldesaons Code TM Cauaaas Lana. Law don not
agar t0 an owner d properly veto builds or unpae> 0NVeon, and afro does Nit
week anwnt Ca MI%l o ttagd a> at My o.n smFaye.L ao.W.d Nat such
mpaemoms era ml lntndod a Waal /or sae 9, however Or
palmed I. Soy o+ WI One mar 01 Oiryyslan Uw 0*CW'b NMr .W budding
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too.,' apNwl4 OW M Or Ina Wool DWO a nwOa la W Prpoa4 d y41
` J I .s Mw. of Me property, an. ..orw.n/ CON: a.Ng mar Yarned Can.
UO. la GalWud W protect (Sac 7044 Burnes( end P,Ne»ms Cede The
CLNwas L Rome Lew hoes no apply 10 an owner or property woo Grata n.
proves Swoon and qto colkaci> toe WN (a9..Is w.N a COnIIaClb(.) Kegs
pawa.era to (pWacicr> lane Law )
Ql m.alma weal SecuonSEPC LT, Na ILNaI
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Mute d was
LICENSED I.uNTRACTORS DECLARATION
ritel101q a loll alder penally penury I am Yceys nsad under owvan
Chaplind NI 9 ('omrnenong .an S.CDon TOLD) or Oam>al Oat Inc Buena. ale
ndeaae. Coot aM my tante u in Tull K.'.I and enaa
cape Class
License Number Esotatwn Date
Dar. ued Caneaaw
WORKERS SOAR PENSAT W1: DECLARATION
()lig.se acola penury petrel)n. 4 tn. lu Oloeuvres/vv.wpoeuvres/vv.v.
n. urd
I here and rM Meagan a arylnwye Cl iaasenl U see nude Ia wagers'
wmpensaion. es goaded toe Dy Section 1 '00 d the Lurk Coat tot ow pen
lanlance oft. work Irk wtaL gas pmond IS oven.
hare ante ws many'/ woofers' Compensation alumnae, as N.eun.° Dv
Dec glee ate t zoo Woe W yW senamance a N ael. la New h Ws puma
ter Issued Mt waiter. umpenurnn aka en, a unman anal pdIY ^✓Kan ale
Cann,
Pµcy No
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I [early erathe penal -name d tot k for usual Yu> pvma I. (aster,
I nog employ any person in any manner so as subfeCI lo compensator, lava ofCaodae, M agree a l should become Nn(KI to Co
alA..
campy well Wµonatian�H t of Sec
S]100 M a Nl v'as sloe UD Ionnwh
Asoticant
w WARVNO:P./IURE MUCUS, WORKERS'COY.ENSAy,ON
Cana aIS Yp1NWl AND Scans Sail aaNEWLOseR CO
CNIW%AL MAUVE AND Cot FINES UP TO DI ERUDyaD
MOUSAO DOLLARS D1a501, IN ADDITION TO ISE COST OP
CVpEA 0000 DWAGIS AS MONWO EOSIN SEC 00w new
ME I AMR COOS w' afar :NO Annie, Y3 FEES
CONSTwr ton LENDING AGENCY
I((duos Lash imam penals a penury that UM. IS a coral amen le/MO agency
Id the peHamance el the wag (o welch Ms pernw t issued (Sec, 309T. CN C )
IuIWM> Thar
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tap to DaumtcoluNgmcomply n, are a.'. all city W SAO IS sew
t elate upon the above lRy^E nOtsuntarlmwset MIS WV
st;...'. purposes
BUILDING PERMIT
SI IE ADDRESS
2004 E. EL SEGUNDO BLVD.
EL SEGUNDO CA
SUITE I IDENTIFYING NR
BUILDING SAFETY DIVISION
COMMUNITY. ECONOMIC Si DEVELOPMENT
SERVICES DEPARTMENT
350 Main SNEet
El Segundo, CA 90245
Insoertlon Reopul L lie' 13101521-2379
BUILDING E3
P
Mr. MAARTEN OVERSIER
,,�. HAJNAL & ASSOCIATES
62s WILSHIRE BLVD.
ITE 750
CITY
.0S ANGELES
STATE
CA
,YTHEON
000 E. EL SEGUNDO BLVD.
L S;:G'JNDO CA
t.IVID BACHLE
ASH ei ASSOCIATES
ESS
772 BOLSA AVENUE
MMUS
ASH & ASSOCIATES
772 BOLSA AVENUE
STATE
CA
CITY
IUNTINGTON BEACH
Paatt,
310) 445 3
90025
NMI
(E-3)
90245
92649
895-20i2
ZIP
92649
INN
SI SEE�-
PLAN CHECK/PERMIT NUMBER: /00 _ -C)^)
Man= C—
ewer AREA
NEW
t.MYAU4t
DU, ANEA
AWhICN
irevin
CIAO USE
AESCRIPTION
ARIA
A)ISRA UDN
WORN:
F/ Pie P«look LA,3
[no d i e 0;41.
11Eri
7IXA GRWPIE
TYPE(aP�j
11 • AG
NO.OF STORIES
iIRE4 RINKIER
S
STATISTCAL CLASSIFICATIOI
8 110n
UNITS)
CODE N EFFECT
p 8o, 0 CO HANCHE:AFEE s Sy
,7Fya,
VALUATION (/
ENERGY PUN :NECK E ! y°' i/
AEt I➢TNUMSER
I341LVS
5 PLAN CNEC<FEE
REVISED VAIWTION
ENERGI PLAN NECK S
AECEI"T NUMIEN
IVi f Orr
PERMIT FEE $
RETENTION FEE $
SNIP FEE S
ACCELERATED FEE S
TOTAL MALOIfM PEnIT FEE 9
SCHOOL FEES PAW _ NEA.L• 4 DEPT. ARP 4OVAL
r, SANITATION DIST. PAID NM FIRI DEPT, APPROIAt
O PUBLIC WORKS FEES PD Q SCADMD AAP> (A.
I— I OSHA PERMIT OBTAINED r1 INDt *TRIAL WASTE APPROVAL
RECENT NUNBEN
I INITNLSCIIMICTIR
DATE
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City of Pi Segundo
Department of Community, Economic, and Development Set ices
Plan Check Correction List • 1s` Checks
PROJECT INFORMATION
Address: 2004 E .El Segundo Blvd, El Segundo Plan Check #:1005-02
Date: October 23, 2002
Occupancy Group: B Type of Construction: V-N
Code: 1990 CDC, CEC, CMC, CPC (with city amendments)
Use: Office Valuation: 580,000.
Project Description: Raised floor
No. of Stories: I
Plass Examiner: Surest Tyagl P. E. Phone: (310) 524-2351
350 Main Street a -malt: styagi®eingundo.org
El Segundo California 90245
Important IRsintedroxr. Comply with all corrections marked iu red on the plans, thefs lewtag
corrections listed below, and any attachmears prior to plan approval Indicate in writing,
either on this shut or on a separate report, the response to each correction and specifically
where the plans or calculations have been modifed Additionally, clouding, revision nark or
another method shall identify changes to the plans. Corrections that contain specific notes
and details at mere mention of the code section are insufficient Resubmit this bit along with
the marked plans and two corrected reproduction sets (no inked on corrections) after all
corrections have been completed Additional corrections may be regrtired deposal on your
responses. The approval of plans and specifications does not caalsorite orpossft the Wolatian
of any section of the building codes or ordinances.
(NOTE: No changes shall be made to the approved set of plans, whether interior or exterior,
without the wrist' at approval from the Planning and Building Divisions)
Call out applicable codes on first sheet of plans (see block above for applicable codes).,;a&E =rr a nr, r I
/� Return the originally checked plans along with the resubmittaL
Califoria liceenced to sign sheet S -1. . ,.,
z Provide RHO evaluation report number for raised floor and call out allowable dead and
live load for the new floor.
6,' Show ramp handrail details such as height, extensions and clearance from wall.
c - Engineer to check existing structural members for additional loads. • "'. c - • r .
ay, , Show accessible restrooms and parking, 20 percent of valuation amount to be spent of IC; cr 5
'bitty features of the building .: f ' 1 Kr ' .rr._
Submit Title 24 mew escalations_
Suresh Tyagi P. 4i -,f Check Engineer
-7"" / ?/l/ y l/ y /a. 2--
Rechecked by/ Date
Park Check • gages
>/r 'raga R ?.r9FFP,r .nf £Ta3WC Ulf f4 WJt'f -tuna resit t rn'a est. as
iOa5
0
P40rii1 lrr.tn At /.• �..• •�.w•.�
NUL, I UFJ%L. (.ALCUL/i I IUNS
FOR
Raytheon Systems Company
El Segundo, California
Building E-01 Cleanroom
C&A JOB NUMBER: 5912.00
DATE: August 2, 2002
R
CASE & ASSOC'A?ES
E\G14EERNG & R30y!1ECIURE
(7'4)895- 2072
HUK'4GT3h BEACH, C4
Registration Expires On: 2/ 0
49".." N i N <
Calculations to be vand must bear the Engineer's signature in ink. A reproduced signature is not valid.
CLIENT
PROJECT
,Ii o4'0 C/ Ga E.F.✓
CALCULATIONS FOR
CASH & ASSOCIATES ,¢yp/ es ,,,n_
54U/PME.4/7 (24'u) !1/E/qyy t
fiuc7!-✓o/{ K 4A7isoliti JA M/sc
yif/tiWt e lidg 1E164 2
� c /a. 67 '
GL / ao'r
S//nt< 12 JP / /
,PL
!W6K /I
00
6-4(50
2000,f'
foe o
Joe No. 51/Z, as
SHEET 4
MADE BY GV
CIIECwED sr_
OF
DATE_
DATE_
Cash & Associates
Title : Raytheon, ES; Bldg E-01 Cleanroorn Job 8 5912.00
Dsgnr: cv Date: 8:01AM, 1 AUG 02
Description :
Renne•
useKW.OW90 Ver 55 e. 25-Sep.200I
I(c)1553.2001ENERCALCEngneenngSoftware Multi -Span Steel Beam
Desc-iption AHD Support Platform
enlral Information
/r 2
Page 1 I
c `enerralc15912 ecwCalculeeons
Fy - Yield Stress 36.00 ksl
All Spans Considered as Individual Beams
LSpan Information
Description
Span
Steel Section
End Fixity
Unbraced Length
Loads
Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements
Load Duration Factor
1.00
ft
ft
Lag beam
14.19
Wexte
gn.Pn
7.10
Live Load Used This Span 7
Dead Load
Live Load
Point 81 DL
LL
@X
Point tt2 DL
LL
@X
FR-sauna
Mmax @ Cne
@ X =
Max @ Left End
Max @ Right End
ib : Actual
Fb : Allowable
fv : Actual
Fv : Allowable
Seen Beam
9.50
WSX10
en -pm
7.19
Harper Beam
16.67
WeXts
Pm -am
10.67
k/ft
Wft
k
k
ft
k
k
ft
No
0.282
No
No
2.000 2.000
1.420 3.570
2.000
8.610
k-ft
ft
k-ft
k-h
psi
psi
psi
psi
j Reactions & Deflections
Shear@ Left
Shear @ Right
Reactions...
DL @ Left
LL @ Left
Total @ Left
DL @ Right
LL @ Right
Total @ Right
2.00
2.00
2.00
0.00
2.00
2.00
0.00
2.00
Max. Deflection in, -0.288 -0.049 -0.089
@ X = fti 7.09 4.62 4.84
Spar/Deflection Ratio I591.3 2.311.9 1,433.0
1.89
2.11
1.33
0.67
;Query Values
Location flu
k;
Moment k-ft
Max. Deflecton in
Shear
7.10
7.09
0.00
0.00
2.68
1.46
0.00
0.00
4.73
3.56
0.00
0.00
10,909.4 4,115.3 5,845.9
17,726.3 17 536.3 21,600.0
Bending 0K Sending OK Bending OK
1,491.7 1,574.3 966.0
14,400.0 14,400.0 14,400.0
Shear OX Shear OK Shear OK
kl
kk I
kI
kIk
1.89
0.00
1.89
2.11
0.00
2.11
1.33
0.00
1.33
0.67
0.00
0.67
0.00
2.00
000
0.00
0.00
1.89
0.00
0.00
0.00
1.33
0.00
0.00
000
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
I
o-zs knt►II/f► tki:: ,:1 - 1 , i., _ 1....r f : I - rd, i-
Ot React/di - 2.000 k
u Reaction 0.000 t
Taal Reaction . 2.O03 k
20t
Ct Reaction - 1.888 k
Lt Reaction 00 0k
Taal Reaction . 1.886 k
IX Reaction - 1330 k
tit Reaction - 0 000 k
Tots `action - 1 330 k
[tilt, ittttttttttttfttititiii 0'26 kM
14.1911
kknn . 7.09 k-It at 7.091: Iran let
On.. a .0.2879 in at 7.09 It From left
LONG ,5L-A 4
9.50 It
Mne- - 2 67 kit at 195 It from kit
Omar . -0 0493 in at 4.62 It from telt
S.11:OF T 3E i
1061 It
Mma.. 473 kilt at 3-55 It from left
Dma. a-0.0893 mat 4.83 It From kit
/1A N6ER 8 A./4
Di Reaction - 2.000 k
it Reaction - 0.000 k
Total Reaction . 2.000 k
2.0I k
OL Reaction . 2.111 k
LL Reacton . 0.000 k
Total Reaction - 2.1 11 k
Di Reaction - 0.4C9 k
LL Reaction . 0.000 k
Total Reaction - 0.669 k
i
CASH & ASSOCIATES
CLIENT H4/,#4O1, fi!l
PROJECT ,e4P4 I-o/ Cit A3/40041
CALCULATIONS FOR
MADE SY - DATE
CHECKED BY DATE
�s too/raid rQ,/ 4;r
A1/.✓ r t e y/ 477 Aso Ikt,
sr-/vatv;9 f,
SB/S#0111!� c 5o /,v" = o, 3o x Jon'
,B.4,o-a L e /(-sa� Z, (7e°) L= /7 /6
/ Zo x /: ,fC/y .S7) / .biz) le /to x•
141/4'xs
dGGo!✓ f (4,4/,4e5c,' .) r 7 x/ $fl
CA
CLIENT
PROJECT
, Ayygeog, ES
CALCULATIONS FOR
CASH & ASSOCIATES ...... ,-
ti ,c I'//NCs
tart/tone"( (8a)'vA/47/1 a 6oCo I
,0F0G7,✓O.f/(, /L,07,04AI f Af/SG - taco
JOB NO
SHEET
CHECKED BY
N . 'coo aft
6//ec1( 6x/.5774 ,W/f x ¢ o 85,4M
/4111 41767141 G4I ca14-7/0"...r iadc d#A.MM A
Gc1 J/L t o. Mg f� x /o, 91 e /, /2D V
LL s Apt r /6,67 < G,f%i 'rV
tt/PMENt, Du&74/c/Q', /1A7f04n 0,H/ie--
DL-, M9x ten. B$A-,y loco ,¢ r 2cre
tX/5//ds 'Milli A/o /rl/d`r perLdieN>
Sy/n61; / 6, / % C / g .P/ S/(Eli�1,Q� 461-c//cA eO G,¢SB
AltdAr /17e 6 13c770,41, f f 21700 ts/ >- F
,1 i' Ba77CM Cc✓1, ,oLAto
_Oma11 / 9, /Jo f /, // _00/5ee'44P k dY//o4tP
/443G,Of G/(, 1o11oM 41 ' ,si < 4
Cash & Associates
Rer 550t00---_----
User NW Cat). Ver 5 5O.2SSeR250i
k119e3.2W i ENERCALC Eneneerng SpN;ye
Title : Raytheon. ES; Bldg E-01 Cleanroom Job a 5912.00
Dsgnr: cv Date: 9:33AM. 1 AUG 92
Description :
Scope:
Composite Steel Beam
Description Beam B wl AHU Loading
L Ul IU LIUIIS
I : Transformed
Page 2 I
c renercalc5912.ecw Calculations
Bnfnm 75 a Pit! n..
Construction Loads Only
After 75% Curing
Total Uncured Deflection
Composite Deflection
IReactions
Load Combinations...
Dead + Constuceon
Composite
Max DL + U.
6,641.38 in4
Shored
+...,o wow wows removes./
0.000 in
0.179 in
0.425 in : L / 858.3
0.604in : L / 604.4
: Effective
Unshored
turn
0.000 in
0.179 In
1.064 in : L / 336.7
1.263 in : L/ 289.1
5,353.96n4
left
40.05k
15.54 k
55.58k
1 Riohl
38.41 k
17.24 k
55.65 k
Analysis Values
Maximum Moments
Dead Load Alone
Dead + Const
Live Load Only
Dead : Uve
Support Shears
Shear a Left 55.58 k
Shear a Right 55.65 k
Election Properties
Section Name
Depth
Width
Flange Thi%c
Wets rood
Weight
l.stoel
S steel : top
S steel : bottom
388.46 k-ft
368.46 k-ft
165.73 k-ft
553.50 k-ft
W24X76
23.920 in
8.990 in
0.680 in
0.440 in
22.400 in2
76.0866 PM
2,100.00 in4
175.59 in3
175.59 in3
Fb :Allow
n : Strength
n : Deflection
Ixx : Steel Section
I transformed
Straps : top
Straps : bot
Sbans : eft a bot
n•Strans : Ef Q lop
X-X Axis from Bat
Vh Q 100%
23.76 psi
9.29
9.19
Eti_:.tive Flame Width...
Based on Beam Span
Based on Beam Spacing
2,100.00in4
6.625.71 in4
855.21 in3
279.89 in3
250.32 in3
6.154.3 in3
23.67 in
403.20 k
Effective Width
7.605 ft
30.420ft
7.605 ft
—Ccntruct,on toads
/f
3'Yk
f b.Ylk
6
30.42 ft
r!-•55.583k
M Deal loaf s 388 45 k is
M Ol*It= 55350L-It
Ma 5nor441 04Iect.on 0.6040 In
Mat asnorcd Deflection 4 12628 •r.
ri J
Rr- 55.449k
CLIENT
PROJECT
4.4V77/Eoi✓, g5
BGaG t o/ G644d400 y
CALCULATIONS FOR
CASH a ASSOCIATES .-. -
PI
r_
%K/tM/N4
Z "5i
s
/6y> fl/x7a46T v /
114°4 /e a7t4s e 2
/y/sc
JOB NO '57/L. oo
SHEET 4/6 OF
MADE BY G ✓ DATE_
CHECKED BY DATE
I fit < /6 /tt (/{/f e4/cl')
die /o /sf
L 4. /d ft` (f- c-ozcz6G t 4>tic. )
DL>'/G
fee, Aft
//M/f/NG .OEF/EG>/c 1/ p o.Q 14 /5 Alf d L /f¢-
dL / < G = Z. /s` 4 , LAre) ( Ve4 4)
Jo/s7s
L 4 ///✓/t'4M 6tL, W= z4/sf X 4'x 4'= 310/
U4//574e/' /Voo°
//GLof W t no 1
Z /c.C7' R4fl jt/, Zo%os` x ¢1x/o,67L ff4f
16✓/s741e,> A5doo
fttob✓, r✓_ ta/ 7// a
Ax.0.1/146XOM=if17Y A 4 1
Cash & Associates
r Rev 550100 -
1 uxr Kteeof: vxssa.zs-S.04PCr
Descript'-m Beam A w/ AHU Loading - No Reinf
Design Input
Title: Raytheon, ES: Bldg E'01 Cleanroom Job a 5912.00
Dsgnr: cv Date: 8:15AM, 31 JUL 02
Description :
Scope :
Cntnnnet+n Ctnnl f]n.,m
/a
Page 1—i
c lenercal,i5912 ecw Calculations
Calculations are designed to AISC 9th Edition ASD and 1997 UDC Requirements
Section Name W18X40
Beam Span 32.000 ft
Beam Sparing 10.670 ft
Slab Thickness 7.500 in
Dock Rib Height 3.000 in
Rib Spacing 12.000 in
Rib Width 4.500 in
Rib Orientation Perpendicular
Beam Location Slab Both Sides
Fy 36.00 ksi
Pc 3,000.00 psi
Concrete Density 145.00 pcf
Stud Diameter 0.750 in
Stud Height 6.000 In
Beam Weight not added
Using Partial Composite Action
Elastic Modulus 29,000.00 ksi
Dead Loads ( applied before 75% teeing)
Full Span Uniform Loads... Point Loads...
A 1 1.120 k/It
Clve Loads ( applied after 75% curing)
Al 2.000k
9.500ft
Full Span Uniform Loads... Point Loads...
tt 1 0.854 k/ft p 1 k ft
Summary '
Overstressed I
Using: W18X40, Span = 32.00ft, Slab Thickness = 7.500in. Deck Rib Ht= 3.00in, Rib Spac= 12.00in, Rib Width= 4.50in w/ Slab I
Stress Checks for Shored & Unshored Cases...
Q Bottom of Beam Actual = 28,100.2 psi Allowable = 23,999.8 psi fNG
iinkhAiiir ilmorrg,{ ----AR76Lrri Pn5Z0,11sk==:=:dUW1➢abl9=>_23;999.S psi NG
Actual Shear Stress Actual = 5.850.9 psi Allowable = 14,400.0 psi OK
Unshored Stress Check....
PllifSnallP94P—aargata-r isir17_s swami, =-2_%0(FtrAsk.=-,-aNG
MII / Strans(top) Actual = 279.5 psi Allowable = 1,350.0 psi OK
Alternate Unshored Stress Check : (Mdl + MII) i Ss 46,022.9 27,360.0 psi
Shored Concrete Stress Uheck....(Mdl + no)/ (Strans:top • n) 670.7 1,350.0 psi
[Shear Studs & Shear Transfer
Actual k Studs 10 per 12 beam span
Stud Capacity 11.50 k V'h : min
Total req'd 1/2 Span 19studs Vh Q 100% 212.40k Vh : Used
Zone 1 from 0.000 ft to 5.. 62 it . Use 4 studs
Zone 2 from 5.262 ft to 10.524 ft , Use 4 studs
Zone 3 from 10.524 ft to 15.787 ft , Use 2 studs
Zone 4 from 15.787 ft to 21.191 ft , Use 3 studs
Zone 5 from 21.191 n to 26.596ft . Use 3 studs
Zone 6 from 26.596 ft to 32.000ft , Use 4 studs
212.40 k
115.00 k
Cash &Associates
I uw-xw-rrm,,.
L icp983-2001 ENERCALC Enereenn9Software
Title : Raytheon. ES: Bldg E-01 Cleanroom Job # 5912.00
Dsgnr: cv Date: 8:15AM, 31 JUL 02
Description :
Scope :
Composite Steel Beam
Description Beam A w/ AHU Loading - No Reinf
[Deflections
/7
-
dye s
clenerrakl5912 ecw.Calalaeons
I : Transformed
[Reactions
Before 75 %';udng
Construction .Dads Only
After 75% Cunng
Total Uncured Deflection
Composite Deflection
2,593.30 in4
Shored
0.471 in faller shores removed)
0.000in
0.335 in
0.471 in : L/ 815.3
0.807 in : L/ 476.0
I : Effective
Unshored
1.593in
0.000 in
0.335in
1.593in : L / 241.1
1.928in : L/ 199.1
2,069.8en4
Load Combinations...
Dead + Constuction
Composite
Max DL ♦ LL
kAnalysls Values
O Lefl_
19.33k
13.66k
32.99k
f5 Right
18.51 k
13.66 k
32.18 k
Maximum Moments
Dead Load Alone
Dead . Const
Live Load Only
Dead • Live
Support Shears
Shear Q Left
Shear a/ Right
153.01 k-ft
153.01 k-ft
109.31 k-ft
262.25 k-ft
32.99 k
32.15 k
Fb :Allow
n :Strength
n :Deflection
23.76 psi
9.29
9.19
Effective Flange Width...
Based on Beam Span
Based on Beam Spacing
Effective Width
8.000 ft
10.670ft
8.000 ft
iSection Properties
Section Name
Depth
Width
Flange Thick
Web Thick
Area
Weight
I -steel
S steel : top
S steel : bottom
W 18X40
17.900 in
6.015 in
0.525 in
0.315 in
11.800 in2
40.081 Mt
612.00 in4
68.38 in3
68.38 in3
Ixx : Steel Section 612.00 in4
I transformed 2,588.31 in4
Strans : top 505.16 in3
Strans : bet 127.65 in3
Strans : e8 @ bet 111.99 in3
n•Strans: Ef o@ lop 3,620.5 in3
X-X Axis from Bot 20.28 in
Vh@ 100% 212.40k
1
- the Lomb.-
/a8
"`11►►/rr►trt►►rlr►Ilitlftrifrt/lltttllrtlt/1r�trI12kilt
1 I
0.85 H1t tt►yt?ttlllitrlff ltfftf►►if$►r l ltttllltt/t►t e0.05Mt
-Construction Loads -
32 00 It
RI 32590t
retc 500
i'+4 9etrer Rtbs
M Dead toad . 153 01 k-It
Id DL + LI 262 25 bR
Mat Snoret Detbctrn = 0 8088 to
Ma Unanxed Detection = 17[63 in
0
Rr • 32_ I77
Cash & Associates
Title : Raytheon, ES; Bldg E-01 Cleanroom Job # 5912.00
DSgnr: cv Date: 8:15AM, 31 JUL 02
Description :
Scope:
nev 550100
1C/199]-M ERCAL5.0.
ES5 �5 Composite Steel Beam
�eneenng Sryir¢re p
udiieiipiikni -dean) A w/ AFIU Loading - Add Bottom Cover Plate
Design Input
Section Name
Beam Span
Beam Spacing
W 18X40
/9
Page 1 I
c lenercalc5912 ocwCakuiaeons
Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements
32.000 ft
10.670 ft
Slab Thickness 7.500 in
Deck Rib Height 3.000 in
Rib Spacing 12.000 in
Rib Width 4.500 in
Rib Orientation Perpendicular
Beam Location Slab Both Sides
I.Read Loads ( applied before 75%curing)
Fy 36.00 ksi
fc 3,000.00 psi
Concrete Density 145.00 pd
Stud Diameter 0.750 in
Stud Height 6000 in
Beam Weight not added
Using Partial Composite Action
Elastic Modulus 29.000.00 ksi
Full Span Uniform Loads... Point Loads...
# 1 1.120 k/ft
#1 2.000k
9.500ft
Live Loads (applied after 75%curing)
Full Span Uniform Loses...
Point Loads...
# 1 0.854 WB # 1 k ft
einrinin
Summary
Using: W18X40, Span = 32.00lt, Slab Thickness = 7.500in, Deck Rib H1= 3.00in, Rib Spec= 12.00in. Rib Width= 4.50in w/ Slab I
Stress Checks for Shored & Unshored Cases...
Q Bottom of Beam Actual = 19,750.6 psi Allowable = 23,999.8 psi OK
—.etroanz•pr- 3dlbWORTr 999'.1Thif:.�_:NG
Actual Shear Stress Actual = 5,850.9 psi Allowable = 14,400.0 psi 0K
Unshored Stress Check....
(Mdl/Ss + MiwStrans) Actual= 26,535.4 psi Allowable= 32,400.0 psi OK
MIl / Strans(top) Actual = 234.2 psi Allowable = 1,350.0 psi OK
Alternate Unshored Stress Check : (Mdl + MII) / Ss 31,370.5 27,360.0 psi
Shored Concrete Stress Check....(Mdl + MIt) / (Strans:top • n) 561.9 1,350.0 psi
`Shear Studs & Shear Transfer
Actual # Studs 10 per 1/2 beam span
Stud Capacity 11.50 k V'h : min
Total req'd 1/2 Span 5studs Vh CO 100% 212.40k Vh : Used
Zone 1 from 0.000 ft to 5.262ft . Use 4 studs
Zone 2 from 5.262 ft to 10.524 ft , Use 4 studs
Zone 3 from 10.524 ft to 15.787 8 , Use 2 studs
Zone 4 from 15.787 ft to 21.191 ft , Use 3 studs
Zone 5 from 21.191 ft to 26.596 ft . Use 3 studs
Zone 6 from 26.596 ft to 32.000 ft , Use 4 studs
53.10 k
115.00 k
Cash & Associates
I Rev EEO. Oft
I User KW-06493 Vw550 2S.4nMn1
L loll Wn-2a01 ENERCAIn Engineering Software
Title : Raytheon, ES; Bldg E-01 Cleanroom Job If 5912.00
Dsgnr: cv Date: 8:15AM, 31 JUL 02
Description :
Scope:
V V111)JVOltli VILVUI 1-.04111
Description Beam Awl AHU Loading - Add Bottom Cover Plate
Deflections
ir
/0
Page
Clenercakl5912 ecw(:alwlatMb 1
I : Transformed
Before 75 % Curing
Construction Loads Only
After 75% Curing
Total Uncured Deflection
Composite Deflection
3,606.15 in4
Shored
0.341 In (aver shores removed)
0.000 in
0.243 in
0.341 in : L / 1127.1
0.584 in : L/ 658.0
I: Effective
Unshored
1.239in
0.000 in
0.243 in
1.239in
1.482 in
2,861.30n4
L/
L/
309.9
259.1
[Reactions
Load Combinations...
Dead + Constuction
Composite
Max DL + LL
t& Left
19.33k
13.66 k
32.99 k
CD Right
18.51 k
13.66 k
32.18 k
'Analysis Values
Maximum Moments
Dead Load Alone
Dead + Const
Live Load Only
Dead + Live
Support Shears
Shear @ Left
Shear ® Right
153.01 k-ft
153-01 It-ft
109.31 k-It
262.25 k-ft
32.99 k
32.18 k
Fb : Allow
n : Strength
n : Deflection
23.76 psi
9.29
9.19
Effective Flange Width...
Based on Beam Span
Based on Beam Spadng
Effective Width
8.000 ft
10.670 ft
8.000 ft
Section Properties
Section Name
Depth
Width
Flange Thick
Web Thick
Area
Weight
I -steel
S steel : top
S steel : bottom
W18X40
17.900 in
6.015 in
0 525 in
0.315 in
11.800 in2
40.081 It/ft
786.66 in4
74.51 in3
100.32 in3
Ixx: Steel Section
I transformed
S9ans : top
Slrans : bot
Spans : off @ bot
n'Strans : Ef @ top
X-X Axis from Sot
Vb @ 100%
612.00 in4
3,598.37 in4
602.98 in3
180.53 in3
159.34 in3
4,304.2 in3
19.43In
212.40k
Optional Bottom Flange Cover Plate
Plate Width 5.000 in
Plate Thick 0.500 in
..Dun la+ee-
//
1-121.It •
- - . -
tttt►t►tttttttttt► titttittritttrttrttr tttrtriri'-'zkn`
0.05 tAt l-1- 1 - I
ttfr►ttritt;ttt►tittrit iitut ttitt itritt tttt rl 0S5 Mt
--Const.,cton Load,..
= 32990k
32.00 It
M Dead Lain = 153.01 k.It
IA-IX♦LI=^e225k-,t
Mat Snared DdIation = 0.5035 m
Mu Un. rred Deflect.on = 1 4819 in
-o-
W = 32.177k
i iA I CLIENT /' Yr/ifoi, Es NO. sy/Z.Oo
PROJECT ,BGG� t-o/ CLBAN,QOGen SHEET 1 /2 OF
_U
I , CALCULATIONS FOR�
_MADE OV GDATE_
CASH & ASSOCIATES CHECKED BY DATE_
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P PL g G;//o '�� r A c7 K fo ' - 3716 /s'
it ° o,o¢f k /o,62 .- 3s 7/,17'(
£qu/PAfew>, ._Oaefa/c,Q/i, /6A27-a/f yl f y/sc
P aoz ((000%) t ZOGo 1'
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C e 32, of - (6, 02 / $ s l o, ¢ .
XMCS7t / g, /,/¢ f /3 6/%lt 67440 L/4/fd' (E p Are
/lcaaP1 6X/S'/Nli Adt4e its ., Ac>u•AL o/ t(.>,{Css /s
/1/S 7,414/ /%/o/CA>G/2 Put �a'G fo: L 6id,'4.. :
/. MAX/ IUM S57/,4t4reo ae/G/dcC G •,ao at f fsf
(s/>tey /. i6) /5 Geis fmt,✓ /O /: i axe, /,c/
O/f/.r/d',¢/ G,¢G ca 4 4//04f,
A BEAM /t/5/6//1 t ¢o /°Gt1/4, 6/ 1 t LAC Asi /f m y
77,f,✓ ,S,// a..° /,✓ «/.t/,✓44 cdbcKL.H/4,4;
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7s/i1/ 6 /fi u✓co .id "We/,:a 4AG ea ef//',l.r,
1 6-g6 s,i4 > /, f) 4-e a,1G a't/l/i'1 Sf "Wee e ;too
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...40e/c%,{e, A///ian,t I M/sc /S tXctft/r&,
1
Cash & Associates
[Lite S5010)
k1t9JJ400i ENFgCAIC Eng. =coop Software Composite Steel Beam
n-
....oC7INi%Sri Beam a W/ ANU Loading
Title : Raytheon, ES; Bldg E-01 Cleanroom Job # 5912.00
nsgnr: cv Date: 9:33AM. 1 AUG 02
Description
User KW L5030. Ver 5 5.0-25Sew:DOI
`Design Input
Section Name
Beam Span
Beam Sparing
Slab Thickness
Deck Rib Height
Rib Spacing
Rib Width
Rib Orientation
Beam Location Slab Both Sides
Dead Leads (applied before 75%curing)
W24X76
30.420 ft
30.420 ft
7.500 in
3.000 in
12.000 in
4.500 In
Parallel
Full Span Uniform Loads...
# 1 k/fl
#2 kilt
#3 Wft
#4
five Loads (applied after 75% curing)
Full Span Uniform Loads...
# 1 tun
# 2 kit(
Summary
Scope :
�/?
Page 1-1
Calcu attnn, P•e ncslgcsd to 7JSC arh Edition ASV and 1997 WIC Requirements
Fy 36.00 ksi
is 3,000.00 psi
Concrete Density 145.00 pd
Stud Diameter 0.750 in
Stud Height 6.000 in
Beam Weight not aide t
Using Partial Composite Action
Elastic Modulus 29,000.00 ksi
Point Loads...
# 1 37.560 k 9.880ft
# 2 37.560 k 20.5409
#3 2.000k 6.310ft
#4 1.333 k 9.880ft
Point Loads...
#1
#2
16.390 k
16.390 k
10.670 ft
21.330 ft
Using: W24X76. Span = 30 42ft. Slab Thickness = 7.500in, Deck Rib Ht= 3.00in, Rib Spat:= 12.00in. Rib Width=0(Overstressed)
w Slab I
Stress Checks for Shored & Unshored Cases...
@ Bottom of Beam Atual = 26,534.0 psi ;_s Allowable = 23,999.8 psi (NG)
ZtaelggptZr-:.':AObtv3tltSr•'r9ggffp¢7=:_NLT Actual Shear Stress Actual = 5,287.4 psi Allowable = 14,400.0 psi OK
Unshored Stress Cher':....
MI!/ Strans(top) Actual= 250.4psi
Alternate Unshored Stress Check : (Mdl + MII) / Ss Al37.827,le = 1,350.0 psi OK
l 37,836.1 21,350.0 psi
Shored Concrete Stress Check....(Mdl+MII) / (Strans:top • n) 836.1 1,350.0 psi
------ ----------- —
Shear Studs 8 Shear Transfer
Actual # Studs
Total req'd 1/2 Span
18 per 1/2 beam span
Shid Capacity
36studs Vh Q 100%
11 50 k
r03.20k
Zone 1 from 0.000 ft to 5.070 B . Use 6 studs
Zone 2 from 5.070 0 to 10.140 ft . Use 12 studs
Zone 3 from 10.140 t to 15.210 ft . Use 0 studs
Zone 4 from 15.210 ft to 20.280 ft , Use 1 studs
Zone 5 from 20.280 ft to 25.350ft . Use 11 studs
Zone 6 from 25.350 ft to 30.420 ft . Use 6 studs
V'h : min
Vh : Used
403 20 k
207.00 k