HomeMy WebLinkAbout08-1337 (CRES) Carport 3P.O. BOX. 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number: 0'8-00001337
Property Address: 47795 DUNE PALMS RD
APN: 600-020-030-. - -
Application description: CARPORT - RESIDENTIAL
Property Zoning: REGIONAL COMMERCIAL
Application valuation: 19,578
T4'!t 4 4 Q"
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
Owner:
COACHELLA VALLEY
45701 MONROE ST
INDIO, CA 9220.1
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 8/06/08
HOUSING COALI
1-G
Contractor: V r
Applicant: Architect or Engineer: BROWN CONSTRUCTION, INC,. \Ur ���j 2;5
PO BOX 960700
WEST- SARAMENTO, CA 95798 OF
QWpSA
(916)373-9300 G�F1NpNGEOle T.
� A Lic. No.: 396120
LICENSED CONTRACTOR'S DECLARATION WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of, perjury that.l am licensed under provisions of Chapter's (commencing with I hereby affirm under penalty of perjury one of the following declarations:
Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force, and effect. _ I haye.and'will maintain a:certificate:of consent to self -insure for workers' compensation,,as provided
License Class: B License'No.: 396120 for by Section 3700.of the Labor Code, for the.performance.of the.work for which this permit is
issued.
Date: Contractor: _ I haveend'Will maintain workers' compensation insurance; as.required by Section 3700 of the Labor
Code, for the performance of the work for which this permit is.issued. My workers' compensation
OWNER -BUILDER DECLARATION insurance carrier and policy number are:
I hereby affirm under penalty of perjury that I am'exemptfrom the Contractor's State License Lew for the Carrier ZURICH AMERICAN Policy Number WC596614800
following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a. permit to 1 certify that, in thee -performance of the work for which this permit is issued, I'shall nut employ any
construct,after, improve,.demolish, or repair any structure, prior to its issuance, also.requires the applicant for the person in any manner a as to become subject to theworkers' compensation laws of California,,
permit to file a,signed statement thathe or she is licensed pursuant to the provisions of the Contractor's State and agree that H' I should a subir to the workers' compensation provisions of Section
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or 700 of the I shall foanyo wn t isions.
that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by
any applicant fore permit subjects the applicant to a civil penalty of more than hundred dollars (8500).:�� plicent:
1,.as owner of the property, or my.employees with wages •as,their sole compensation, will do the work, and
the structure is not intended -or offered for saW(See. 7044, Business and Professions,Code: The WARNING: FAILURE TO SECURE WORKERS' COMPENSATION'COVERAGE IS•UNLAWFUL, AND SHALL
Contractors' State License Law does not -apply to an;ownerof property who.builds or improves thereon, SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND,CIVIL FINES UP-TO,ONE,HUNDRED THOUSAND
and who does the work himself°or herself through his or her own employees, provided that the DOLLARS (S 100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
improvements:are not,intended or offered for sale. If, however, the building or improvement is sold within SECTION 3705 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES.
one year of completion, the owner -builder will have the,burden of proving that he or she did not build or
improve for the purpose of sale.).
(J164 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.
7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of
property who builds or, improves thereon, and who contracts for the projects With a contractor(s) licensed
pursuant to the Contractors' State License Law.),
I—) I am exempt under Sec. , B.&P.0=for this reason
te: _
CONSTRUCTION. LENDING AGENCY
I hereby, affirm under penalty of perjury that there is a construction lending agency for the performance of the
work forwhich thispermitis issued (Sec. 3097, Civ. C.).
Lender's Name:.
Lender's Address:
LQPERMIT
APPLICANT ACKNOWLEDGEMENT
IMPORTANT Application is hereby made to the Director of Building and Safety for permit subject to the
conditions and restrictions set forth onthis application.
1. Each person upon whose behalf !his application is made, each person: at whose request and for
whose benefit work is performed under or:pursuant to any permit issued as a result of this:application,
the owner, and the applicant, each agrees to, and shall defend; indemnify and hold harmless the City
of La Quints, its officers, agents and employees for any act or omission related to the work, being
performed under or following issuanceof this permit.
2. Any permit issued as a result of this application becomes null.and'void if work is�nct commenced
within 180 days from date of issuance of,such permit, orcessation of work for 180 days will subject
permit to cancellation.
I certify that) haveread this application and stete.tha[ the above inform n is cerr - roe to comply with all
city and ountyordinances and state laws relating to buil Ing con r ' , d herebyautho representatives
oft ' my ter u7pone above-menti0 ro �e for i pection p rposes.
v��
ate: 'nature (Applicant orAgent):
Application Number . . . . . 08-00001337
Permit . . . ELECTRICAL-CARPORT/GARAGE
Additional desc . .
Permit Fee . . . . 44.44. Plan Check Fee
11.11 ,
Issue Date . . . . Valuation
0
.Expiration. Date . . 2/02/09
Qty Unit Charge Per
Extension
BASE FEE
15.00
1472.00 :0.200 ELEC GARAGE OR NON-RESIDENTIAL
29.44
Permit . . . CARPORT/GARAGE
Additional desc .
Permit Fee . . . . 207.00 Plan Check Fee
134.55
Issue Date . . . . Valuation . . . .
19578
Expiration Date . . 2/02/09
Qty Unit Charge. Per
Extension
BASE FEE
45.00
18.00 9.0000 THOU BLDG 2,00.1-25,000
162.00
---------------------------------------------- ------------------------------
Special Notes and Comments
8 STALL TILE ROOF CARPORT #3, 1412 SF.
BLDG. 830.0, PARALLEL TO DUNE PALMS ROAD
Fee summary Charged Paid Credited
Due
Permit Fee :Total 251.44 .00 .00
251.44
Plan Check Total 145.66 .00 .00
14.5.66
Grand Total 3.97.10 .00 .00
397.10
LQrERMrr
CARPORT PERMIT5 s
$315.11 BLD6. t\Oo ,
$31s 11 fuDd, l1.oo .
$397 10 EUOA 3goO
$230.20 76 LJ-A ?Joo
#1 1104 SF
#2 1104 SF
#3 1472 SF
#4 736 SF
#5 1104 SF
#6 1840 SF
TOTAL
08-948
08-1 335
08-1 337
08-1 338
08-1 336
08-1 339
$31 5.1
$480.5
L d Saaoo
$2,053.18
19ob-bEl
Bin #w Building u Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
City of La Quinta
Project Address ,t-1-LR)Ne FtLUe W cvftcOwner's Name:
A. P. Number: b 0 ?av Address: 45 -1ol MoNrn6 er q
Legal Description:INDI O qTulcity, ST, Zip:
Telephone:bflt,n!Contractor:
Pl2.0dAddress:Project Description:
City, ST, Zip tL00F rua ctqTonrs
Telephone:t,
State Lic. # :City Lic. #:
Arch., Engr., Designer:e /.L
I
It
,/r
tcAddress:4 3/ S oT/l llg r*147,
9e
(Lt 7city, sT, zip::I n lij
rerephone,hh L+4q0
L
coil',[.fo"?rf3 1' % ro] r o q
State Lic. #:t)Project type (circle one)Add'n Alter Repair Demoew
Name of Contact Person:[&t.t ft ,atvt Sq. Ft.: tbA # Stories:I # Units O
Telephone # of Contact Person:q 'a?.502.$T ta0mlv)Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
#Submittal Req'd Rec'd TRACKING PERMIT FEES
Plan Sets 'L./Plan Check submitted Item Amount
Structural Calcs.'Cftt Plan Check Deposit
Truss Calcs.- f--Z
Called Contact Person Plan Check Balance
Energy Calcs.Plans irickea W lt&t-Construction
Flood plain plan Plans resubmitted
-.
Illechanical
IAGrading plan 2nd Review, ready for Electrical
Subcontactor List Called Contact Person Plumbing
Grant Deed Plans picked up S.M.I.
H.O.A. Approval Plans resubmitted Grading
IN HOUSE:-3"d Review, ready for corrections/issue Developer Impact Fee
Planning Approval Called Contact Person
Pub. Wks. Appr Date of permit issue
School Fees
Total Permit Fees
IIIII
IIIII
wE
IIIIrI
t94o
I
t Frl
d
{
U\
-.S
{--\\
a)-
d-
BFC fUoore5 cAO Ca
d
71r5R-Kz
&/rt
D
,WW^*rfrrad>
1;
A.I.P.P.
C
Permit # ,0_7/6
?
'X*|
Reviewed, ," Ay firrr"tiorr-./
clr z
vv7
.orr..ti6lirru. )g)W leht)
I
V'e M,t' 'lt4e Xlt7ffi
t
FP
Letter of Transmittal
To: City of La Quinta
78-495 Calle Tampico
La Quinta , Ca 92253
Aftn
Submittal:
We are forwardlng:f,
lncludes:#of
Copies:
By Messenger
Descriptlons:
Structural Plans
By Mail (Fed E( or UPS)tr Your Plckup
Descriptlons:
Revised Structural Plans
Revised Structural Calcs
Revised Truss Calcs
Revised Soils Report
Approved Structural Plans
Approved Structural Calcs
Approved Truss Calcs
Approved Soils Report
Other:
Todafs Date:
City Due Date :
Project Address:
Plan Check #:
1-zt-6
tr
tr
tr
1tt
2N
3"1
tr
Fn
m
ts
tr
tr
tr
tr
tr
D
n
\
tr
n
D
E
E
tr
n
4tt
5th
Othen
Structural Calcs
lncludes:#ot
Copies:
\
-
Truss Calcs
Soils Report
Conection List
Redlined Soils Reports
Comments:
Thank you!
This Material Sent for:
t] Your Files
tr Your Revlew
tr Checking
Other: tr
EI- Per Your Request
tr Approval
tr At the request of:
Palm Desert Offlce :
Washingrton Offlce:
By:
tr
D
(760)
# (760) 404-9556
\
1l'29:oR .41.19i \ur-re PeurvE
P.O. Box 1504
78-495 CaILE TeuPICo
LA QurNTA, CALIFoRNte 92253
To: Greg Butler, Building & Safety Manager
From: Les Johnson, Director-Planning
Permit #: 08-948
BUII-OINC & SAPPTY DEPARTMENT
(760) 777-7012
FAX (7 60) 777 -7 0t t
To CDD: Julv 17-2008
Due Date. Ju lv 29. 2008
2nd Review
Building Plans Approval
(This is an approval to issue a Building Permit)
The Planning Department has reviewed the Building PIans for the following
project:
Description:
Address or General Location:
Applicant Contact:Maria Sonq (7601902-5028
The Planning Department finds that:
...these Building Plans do not require Planning Department approval.
...these Building Plans are approved by the Planning Department.
...these Building Plans require corrections. Please forward a copy of the
attached corrections to the applicant. When the corrections are made
p lease return them to the Planni ng Department for review.
Les Joh !re ctor-Plannin g Date
Status:
Coachella Val lev Housinq Coa .-Carports
47-795 D ne Palms
W"{&Wa
Y
u
tr
pRoJEcr D U UE />tUn ttp-l ottrfo*t boD -l4 tQt)tHfA SHEET No.
F
E DEg itrl uen.JOB No.
DATE
eruetNeen
ou7, lo
))
,9 /,/AY o8,0d€g sm ER EtllGIIIEERIIIG Ft YDo\abt"eo'l-1-ne0
eov.coOE ! Zoo| l,B,C (rs*sart oN Ar?,E -7,-4
t 77auDAfrt>g. ,
CTURAL ENGINEERING
C*RPot"T p9ri ox i
RooF Le*o 3:n'[E EooF , ,; ].o_. o ?3f _
' ?/+n ?tY, 9 rtffib - 2 ,.-l frl.
Zx C eAffTtS etLL. 2, b, p sf1
(re A{&+:I 161
)
"&uicmpbprt'*D@.[0
@"t{Ptra+)
ADo ,, 4/6*1ur?i ot-G- BI'1 t ,O Qr?
Ao0 i 6x\o *$lu ifuPtvqS 4,5 QrC
Soor 4xlor% t\cGils t 2.o p6[,
Aor: ', b*4rfl ;l(tt ti t$l o;6 0
€#.itmi (- u(-: t 21,o ?e&
SEl9Mc @trrHt'I'-lL*L.5,1L .
'2,4.1.Lo)o cff1g.t t. D + LR H,ffffi'A,b1 'r, 610 t2
j' R'$4 dn -g.lrJ"tQ* m
(L4 e+e *MswL a ,1
V+i I^x -\ * q,r ! ,i.tr ,/
AslulL\1€t6Hr o? r1r9 $*br{lrg r-rL
bfftLLive" l-ftrrbF* o('eoLuu{rr /= -7. of ta - L,l
2-,1 (1 , ,r)* l+,,1t rAY l€.,d
6iP,t',,taf. t..aALIU 44- L
fir[, l.f?*qtr/+ot\auaHe tq0 .o k rP 9,gr- r\r, brbr
)(z*3;tk I o€- +'A'7o ( t 8/r or*Y '
i \q*,o V
(iar*t)tig.''.!,,1*€*W c4\r,nlnVfiA e,q,trru gYtTII) tr PcrAt'tfirn'o
1-o5,
I #tw"wgiffi ,p,
9ru ctu €D5*l ,a>b*o,6 fie,*T-6 JL=k#"€l*1,
4av cL**?D ,k*lt?_5 .CAnt[-, Cr9L, g:fS(FD1;\,eo EDt'7 0,60
v=[9lag f \,/ (tL,BE,.{Hfrl* - e.BaFr
?*Eic- lrl*D Wg. fte A
".(t.ofo.t4r\.oo)D.+ O,7 il,
o{7
41 105 Vintage Circte . Temecula, CA 92591 . Telephone (909) 676-2529 . FAX (909) 699-3591
rEFr'Scl,a,
5aftl?*11,.?6,
I
r(1
I)
I
FY
@cr,3lo.r4
.il
s
tls
{.
.tlJ;.,
T
1
x
Pa
N\
t
i
-.-!r.
t;
I
i
t(
t
Ir'
r -rt
c-,tlin*raeit"t""
2005 ASCE 7 Standard
Latihxre = 33.72
LorBituEb = -116.28
Spectral Response Accelerations Ss and 51
Ss and 51 = Mapped Spedral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Oata aro based on a 0.01 deg grid spacing
Period Sa
(sec) (S)
O.2 1.5OO (Ss, Site Class B)
1.0 0.600 (S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitrrde = 33.72
Lorgitude = -116.28
Sp€ctral Response Accelerations SMs and SMl
SMs = FaSs and SM1 = FvSl
Site Class D - Fa = 1.0 ,Fv = 1.5
Period Sa
(sec) (s)
o.2 1.50O (Str,ls, Site Class D)
1.0 0.900 (SMl, Site Class D)
Cofitenninous 48 Stiates
2005 ASCE 7 Standard
Latitude =33.72
Longitude = -116.28
SDs = 2R x SMs and SD1 = 2/3 x SMI
Site Class D - Fa = 1.0 ,Fv = 1.5
Conterminous 48 States
bruA Farptj N.$r,3rrri5s1,,tg,D - L,a. 0uiJ? WE:g
I |\Ud+cfl v A- W+i G xs b@;*f,.Yl*
Jqa x)o; o57,lo bY', rZS{Dc MAY o7.tl-os6,
Sa
(sec) (s)
O.2 1.00O (SOs, Site Class D)
1 .0 0.600 (SDl, Site Class D)
Latitude = 33.72
' Longitr.rde t -'116.28
lrcE]Resporse Sectra for Sits Class B
Ss and S'l = ttl+ded Sp€ciral Acelerdion Valueg
Site Class 8 - Fa ='l.0,Fv = 1.0
Period Sa Sd
(scc) (S) (indles)
o.(m 0.600 0.000
0.080 1.5q) 0.094
0.200 1.500 0.586
0.400 r.500 2.v5
0.5m 1.200 2.sli
0.600 1.000 3.517
0.7m 0.857 4.103
0.800 0.750 4.690
0.900 0.657 s.276
1.000 0.600 5.862
1.100 0.545 6.448
1.N 0.500 7.ou
1.3(n O.&. 7.621
1.400 0.4N 8.207
1.5m 0.4m 8.7S1
1.6q) 0.375 9.379
1.7X) 0.353 9.$5
1.800 0.3s1 10.552
1.gfi) 0.316 11.138
2.W 0.3q) f.724
Pryt Pluvs rJEi l-.:',e-tccD-ra4uruTe\F\€a,Aflrr/6D€4i6tr fu rzfxn qNr".
loe fle : o67 t0 hYt RSVDg tlAy ol1?oc;,
Paqet 1
Cmtenninor.rs 48 States
2m5 ASCE 7 StarrCard
Latitude =33.72
LongihJdo = -1 16.28
Site llodified Responso Spedra fior Site Class Site Class D
SMg = FaSs and SM1 = FvS'l
Sitrc Cla$ D - Fa = 1.0 ,Fv = 1.5
Perbd
(soc)
0.000
o.1m
0.2@
0.6fr)
Sa Sd
(S) (indres)
0.6m o.mo
1.5()0 0.211
1.5m 0.56
1.scx) 5.276
v., w t.Lq
0.800 1.125' 0.9@ 11000
1.00o o.9oo
'r.'r00 0.818
1.2@ 0.750
1.3@_ 0.692
1.400 o.ffir
1.5m 0.6q)
1.6(n 0.563
1.7@ 0.529
1.800 0.500
1.900 0.474
2-O0rJ 0.450
;;;
7.914
1 8.793
9.672
10.552
1 1.4:t1
12.310
13.190
14.069
14.948
15.827
16.707
17.586
DULTE fiA,Lt14 \J-ab*fioe,fro) -Lt\ QUrlfi py*t€
1 P16pA611{6 tE46d Aepon#flr osl
{a? *l' ',of,, to Bi rP.Nd M*Y 01, Qd
Contenninous 48 States
2OO5 ASCE 7 Stardard
Latitude =33.72
Lorgitde = -116.28
Design Responr Spectra for Site Class Site Class D
SDs = 2/3 x SMs and SD1 = 2/3 x SMI
Site C}ass D - Fa = 1.0 ,Fv = 1.5
Period
(sec)
0.0@
o.120
o.2m
o.5(x)
0_7m
0.800
0.9@
1.000
1.100
't.2@
1.30O
1.400
1.500
1.600
1.700
1.800
1.900
2.OOO
Sa Sd
(S) (inches)
0.400 0.000
1.000 0.'14'l
1.000 0.39'l
1.000 3.517
0.857 4.103
0.750 4.690
0.667 5.276
0.600 5.862
0.545 6.448
0.500 7.ov
o.$2 7.621
0.429 8.N7
0.400 8.793
0.375 9.379
0.353 9.965
0.333 10.552
0.316 11.138
0.300 11.724
Er r:e. frA'u^, rrbiO*f:co-k@C- LnA (uir-4e
\ TITE,p-ACi'.'r€ y49i btJ Coc,(:crr$c'r,
$rr Oo I c'57' 2 ts<r eSrJ Da I'IAY c1,'.Da3 ,
tre,ar-: b
Contdrminous 48Etates
2005 ASCE 7 Standard
Latitude =8.72
Longitude = -116.28
Spocrral Response Accelerations Ss and Sl
Ss and 51 = Mapped Sp€ctral Acceleratim Values
Sile Class B - Fa = 1.0,Fv ='t.O
Data a1s basd on a 0.01 deg grid spacing
Period Sa
(s€c) (S)
O.2 1.50O (Ss, Site Class B)
1.0 0.6m (S1, Site Class B)
Cornerminous 48 States
2005 ASCE 7 Standerd
Latitrrd€ = 33.72
Longitr.de = -1 16.28
Sp€cfral Response Accelerations SMs and SM1
SMs.= FaSs and SMI = FvSl
Site Class D - Fa = 'l .0 ,Fv = 1.5
Period Sa
(se) (s)
0.2 1.5O0 (SMs, Site Class D)
1.0 0.900 (SMl, Site Class D)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude =33.72
Longihrde = -1 16.28
SDs = 2/3 x SMs and SDl = 2/3 x SMI
Site Class D - Fa = 1.0 ,Fv = 1.5
Period Sa
(se) (s)
O.2 1-mO (SDs, Site Class D)
1.0 0.600 (SDl, Site Class D)
Conterminous 48 States
pRoJEcr outtrz P,+t M I NQt'&trsofltlbD- LA, Qdrur$^rEr No IT,
lpfFto+cTlvtr- Dtu+t bilbtg.o.il, lo
E G RAYII E R EII G I [I E ERI II G
t{*y ob,?fib
l>{ vDo
fLVVlS(zV 1-1 '?.oO 6
JOB No.
DATE
erucriveen
Io
I
STRUCTURAL ENGINEERING
lzAt4i xS bt
tubpE t1t*pit
"
8?ao*1,, - I O,*),"U?{
"_ tL , $,1fi C
lC,op+b
2opsl)
wpL- (*,fl=
tbv ,
t tr€_
P* fun Plo(rt't0-;
Pu- fraz,frl4aLtfo,
5
fi,4
a4 llli,'l ,t
s/(t,6%
/?*t
vtSE _t+'q Lo
f7A-G-rt q
"C**t77'@Wt'rul,
frst);+ 'nL'l
-.-
J
A
ot
!
&c;tOlt*t
I
ea-
Pd-- ll4l ,. u,' l2.*'l
il,q
*fu,ffi)
j:Lr.
,TeiJ-Bt7*rrt, f+lt/rr'I t*3
[La
,
C
,,b
3 u
p.t)l.L ,b (w J
I <L cot-
A)
Ar, b+53 @L9
4 LZ*/
ube- fttq lorb*e c*vtt
{r-a peLr$,r,utt)
ott(zeK WFfirq qpa ar rur"cT totl9 ao |AVGE
o
,tt otlzclL ,rf Lrf f W< ?rtct- tonl (4,E, 1l,,2,2 t b., , lZ t 4 . I
GC? o tlLva', s-t$1?ee et? = -l ,01 n]ft=3.66
Xn= [,7x l,2l < lo ff : tE;l? ff
w
*lu17 btU4Y1 gie(w
Qufqf -erftr)K t-v
1,1$fyrirli*R cvG€ a 21e
Rfi = wlx +.zi fz;tf =1, t K*re6G 2 t0i-15 I 27 c
coNN, Q ZtYre,', ft\)qflF = 4t?o t > 41v-e tL ,
c,o^rru a' W9 oeA4lf : H'1.,1 4,f4qe1 Wftf=lz" #qn >11t orL,
41105 Vintage Circte . Temecuta, CA 92591 . Telephone (909) 676'2529 . FAX (909) 699-3591
I
*i9g TTQL BMrl 5p*{'
{*
(R'Yv"l1b?:\wg;
GRAYNER ENGINEERING
,it t os vtNrnoe clRCLE.
TEMECUI.A,CA. 92591
981-6762529
FAX 951-699-3591
Title Block Line 6
Wood Beam Design
Description:DUNE PALMS:CARPORT RIDGE BEAM
Title:
Dsgnr: G 4G
Project Desc.:
Project Notes :
File: C:\Documents and Settings\Grayner-GWy
Job# o 61 'lO
?)
Material Proierties
Printed: 9 JUL 2008. 1 1:51AM
Data Filesldune palms carportec6
ENERCALC, lNC. 1983-2008, Ver: 6.0.19, N:06798
Calculations per IBC 2006, CBC 2007, 2005 NDS
Uc- #: KW{16000195 Ucense NEFENGINEERTHG
Analysis MethoAllowable Stress Design
Load Combinat?006 IBC & ASCE 7-05
Wood Species DF/DF
Wood Grade 24F -V4
Beam Bracing 'Beam bracing is defined'as a set spacing over all spans
Compr
Tension
Prll
Perp
Fb
Fb
Fc
Fc
Fv
Ft
2,400.0 psi
1,850.0 psi
1,650.0 psi
650.0 psi
265.0 psi
1,100.0 psi
E : Modulus of Elasti
Ebend- p< 1,800.0ksi
Eminbend - x 930.0ksi
Ebend- yy 1,600.0ksi
Eminbend - y ,830.0ksi
Densi$ 32.21Opd
Unbraced Lengths
First Brace starts at 2.0 ft
Regular spacing of lateral
from Left-Most support
supports on length of beam = 2.0 ft
1'l
5.125Is.0
()
Applied Loads Service loads entered. Load Factors will be applied for calculations
Load for Spqn Number 1
_
Uniform Load : D = 0.1050, Lr = 0.1150 Uft, Tributary width = 1.0 ft
DES'GIV SUMMARY
Maximum Bending Stress Ratio =
Section used for this sPan. fb :Actual =
FB :Allowable =
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Live Load Deflection =
Max Upward Live Load Deflection =
Live Load Deflection Ratio =
Max Downward Total Deflection =
Max Upward Total Deflection =
Total Deflection Ratio =
Maximum Shear Stress Ratio =
Section used for this sPan
fu:Actual =Fv:Allowable =
Load Combination -
Location of maximum on span =
Span # where maximum occursF
0.233 1
5.125x9.0
559.40psi
2,400.00psi
+D+Lr+H
5.451ft
Span # 1
0.064 in
0.000 in
2024
0.123 in
0.000 in
1058
@
0.127 :1
5.125x9.0
33.54 psi
265.0-0 psi
+D+Lr+H
0.000fi
SPan # 1
Maximum Forces & Stresses for Load Comt
Max Stress Ratios Summary of MomentValues Summary of ShearValues
-Load Combination
Segment Length SPan #M V Mactual ftdesign Fb-allow Vactual fvdesign Fv-allow
UVETA MAAIM um tnvel ope
+D
Length = 3.9977 ft
Length = 1.9625 ft
Length = 2.0352fi
Length = 1.9625 ft
Length = 0.87222ft
Length = 3.9977 ft
Length = 1.9625 ft
Length = 2.0352 ft
Length = 1.9625 ft
Length = 0.87222fr
0.217
0.233
0.233
0.233
0.233
0.1 04
0.111
0.111
0.111
0.111
0.127
0.127
0.127
0.127
0.127
0.060
0.060
0.060
0.060
0.060
3.00
3.23
3.23
3.23
, 3.23
1.43
1.54
1.54
1.54
1.54
521.10
559.40
559.40
559.40
559.40
248.71
266.99
266.99
266.99
266.99
2,400.00
2,400.00
2,400.00
2,400.00
2,400.00
1.03
0.31
0.57
1.00
103
0.49
0.15
0.27
0.48
049
33.54
33.54
33.54
33.54
33.54
16.01
16.01
16.01
16.01
16.01
265.00
265.00
265.00
265.00
265.00
265.00
265.00
265.00
265.00
265.00
2,400.00
2,400.00
2,400.00
2,400.00
2,400.00
1
1
1
1
1
GMYNEB ENGINEERING
41"105 VINTAGE CIRCLE.
TEMECUI..A,CA. 92591
951=6762529
FAX 951-699-3591
Title Block Line 6
Title:
Dsgnr: G HG
Project Desc.:
Job# oi'l't?
Project Notes
gA
Printed. I JUL 2008, 11 51AM
Wood Beam Design File: C:\Documents and Settings\Grayner€Wy Doorm€rns\ENERCALC Data palms carport.eco
ENERCALC. lNC. 1983-2008. Ver: 6.0.19, N:06798
Description DUNE PALMS:CARPORT R]DGE BEAM
| / Max Stress RatiosLoad Combination Summary of Moment Values Summary of Shear Values
Segment Length SPan #M V Mactual b'design Fb-allow Vactual fudesign Fv-allow
+D+L+H
Length = 3.9977 ft
Length = 1.9625 ft
Length = 2.0352ft
Length = 1.9625 ft
Length = 0.87222ft
+D+Lr+H
Length = 3.9977 ft
Length = 1.9625 ft
Length = 2.0352ft
Length = 1.9625 ft
Length = 0.87222 ft
+D+0.750Lr+0.750L+H
Length = 3.9977 ft
Length = 1.9625 ft
Length = 2.0352ft
Length = 1.9625 ft
Length = 0.87222ft
1
1
1
1
1
0.104
0.111
0.111
0.111
0.111
4.217
0.233
0.233
0.233
0.233
0.189
0.203
0.203
0.203
0.203
0.060
0.060
0.060
0.060
0.060
0.127
0.127
0.127
0.127
0.127
0.'110
0.1 10
0.110
0.110
0.110
.43
.54
.54
.54
.54
248.71
266.99
266.99
266.99
266.99
2,400.00
2,400.00
2,400.00
2,400.00
2,400.00
0.49
0.15
0.27'
0.48
0.49
16.01
16.01
16.01
16.01
16.01
265.00
265.00
265.00
265.00
265.00
1
1
1
1
1
3.00
3.23
3.23
3.23
3.23
521.10
559.40
559.40
559.40
s59.40
2,400.00
2,400.00
2,400.00
2,400.00
2,400.00
1.03
0.31
0.57
1.OO
1.03
33.54
33.54
33.54
33.54
33.54
265.00
265.00
265.00
265.00
265.00
1
1
1
't
1
2.61
280
2.80
2.80
2.80
453.00
486.30
486.30
486.30
486.30
2,400.00
2,400.00
2,400.00
2,400.00
2,400.00
0.90
0.27
0.49
0.87
090
29.16
29.16
29.16
29.16
29.16
265.00
265.00
265.00
265.00
265.00
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. "-" Defl Location in SPan Load Combination Max. "+" Defl Location in Span
D+Lr+L 0.1228 - 5.451 0.0000 0.000
Maximum Deflections for Load Combinations - Unfactore
Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in SPan
D Only
Lr Only
Lr+L Only \
D+Lr+L
0.0s86
0.0642
0.0642
0.1228
5.451
5.451
5.451
5.451
Support notation : Far ieft is #'
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
Maximum Vertical Reactions - Unfactored
Load Combination
f,ver-al-l MAX-fm[m --
D Only
Lr Only
Lr+L Only
D+Lr+L
Support 1 Support 2
1.191
0.569
0.623
0.623
1.191
1.191
0.569
0.623
0.623
1.191
Uc. #r t$U-0600019i Licelre €lnrnr : GRAYNEft
1
1
Steel Beam Design
DescriPtion : DUNE PALMS :CARPORT-CROSS BEAM
File: C:\Documents and Settings\Grayner-Gwy Files\dune palms carporteco
ENERCALC, lNC. 1983-2008. Ver 6.0.'t9, N:06798
Calculations per IBC 2006, CBC 2007 , 13th AISCMateria! Properties
qRAYNEF ENGINEERING
41 105 VI}ITAGE CIRCLE.
TEMECUI-A,CA. 92591
951-6762529
FAX 951-699-3591
Title Block Line 6
Title:
Dsonr: GLr<
Rro]ectbdsXr
Project Notes
Job# o17, LO
1
Printed: 10 JUL 2008. 6.45AM
Analysis MethoAllowable Stress Design
Beam Bracing
Bending Axis : Major Axis Bending
Load Combinat@006 IBC & ASCE 7-05
Fy : SteelYield
E: Modulus:
46.0 ksi
29,000.0 ksi
D(1.14 1r1.25)
HSS10X4Xv16
1150ft
Appli ed Loads Service loads entered. Load Faclors will be applied for calculations.
Beam self weight calculated and added to loads
Load(s) for Span Number 1
Point Load: D = 1.140, Lr = 1.250 k @ 5.750 ft
DES'G'V SUMMARY
Maximum Bending Stress Ratio = 0.137 : 1
Section used for this span HSS10X4X5r16
Mu : ApPlied 7.281k-ft
Mn / Omega : Allowable 53.024 k-ft
Load Combhation +D+Lr+H
Location of maximum on sPan 5.789ft
Span # where maximum occurs SPan # 1
Maximum Deflection
Max Downward Live Load Deflection 0.026 in
Max Upward Live Load Deflection 0.000 in
Live Load Defleclion Ratio 5215
Max Downward Total Deflection 0'055 in
Max Upward Total Deflection 0.000 in
Total Deflection Ratio 2518
Maximum Shear Stress Ratio =
Section used for this sPan
Vu:Applied
Vn/Omega : Allowable
Load Combination
Location of ma<imum on span
Span # where maximum occurs
@
0.015 : 1
HSS10X4X5/16
1.3536 k
87.7897 k
+D+Lr+H
0.000 ft
Span # 1
Maximum Forces & Stresses for Load Comt
Max Stress Ratios Summary of Moment Values Summary of Shear ValuesLoad Combination
Segment Length Span# M V Mmax+Mmax - Ma - Max Mnx Omega'Mnx Cb Rm Va Max VnxOmegal/nx
Overall MAXimum EnveloPe
Dsgn.L= 11.50ft 1 0137 0'015 7.28
+D
Dsgn.L= 11.50ft 1 0.070 0.008 3.71
+D+L+H
Dsgn.L= 11.50ft 1 0.070 0.008 3.71
+D+Lr+H
Dsgn.L= 11.50ft 1 0.137 0.015 7.28
+D+0.750Lr+O.750L+H
Dsgn.L= 11.50ft 1 0.120 0.014 6.39
Overall Maximum Deflections - Unfactored Loads
7.28
3.71
3.71
7.28
6.39
88.55
88.55
88.55
88.5s
88.55
53.02
53.02
53.02
53.02
53.02
1.35
0.73
0.73
1.35
1.20
146.61
146.61
146.61
146.61
146.61
87.79
87.79
87.79
87.79
87.79
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
Load Combination Span Max. "-"'Defl Locationjn Span Load Combination Max. "+" Defl Location in Span
D+Lr+L 0.0548 5.789 0.0000 0.000
Maximum Deflections for Load Combinations - Unfactore
Load Combination Span Max- Downward Defl Location in SPan Max. Upward Defl Location in Span
D Only
Lr Only
Lr+L Only
D+Lr+L'/
1
1
1
1
0.0283
0.0265
0.0265
0.0548
5.789
5.789
5.789
5.789
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
Steel Beam Design File: C:\Documents and Settings\Grayner-GWy
ENERCALC, lNC. 1 98&.2008, Vet: 6.0. 1 9, N:06798
palms carportec6
LienssOurner:Uc, #: 1$11-06000195
GRAYNEFT ENGINEERING
41.105 VTNTAGE CIRCLE.
TEMECUI.A,CA. 92591
951.6762529
FAX 951-699-3591
Title Block Line 6
Title:
Dsgnr: G*G
Project Desc.:
Project Notes :
Job# Cr?'(O
q/\
Prrnted: 10 JUL 2008. 6 45AM
Description DUNE PALMS:CARPORT-CROSS BEAM
Maximum Vertical Reactions - Unfactored Supporl notation Far left is #
Load Combination Support 1 Support 2
Overall MA)(imum
D Only
Lr Only
Lr+L Only
D+Lr+L
Steel Section
1.J54
0.729
0.625
0.625
1.354
1.554
0.729
0.625
0.625
1.354
rtie HSS10X4X5/16
in l>o<
Ss
Rxx
Zx
lvv
svv
Ryv
Zy
90.1 0
18.00
3.M0
23.100
21.200
10.600
1.670
12.100
in^4
in^3
in
in^3
in^4
in^3
in
in^3
J
Cw
57
0.31 in"6
width
WallThick
Area
Weight
4.000 in
0.291 in
7.590 in^2
27.579 plt
c 20.900 in^3
Ycg 5.000 in
\
Steel Beam Design
Docr.rrnents\EN ERCALC Data F iles\dune palms carport. ec6File: C:\Documents and Seftings\Grayrer-G\My
ENERCALC, lNC. 1983-2008, Vec 6.0.19, N:06798
Description DUNE PALMS:CARPORT-BEAM BETWEEN HSS COLS.
Title:
Dsgnr: Gt+G
Project Desc.:
Project Notes :
Job# or1,lCGRAYNER ENGINEERING
+i T os VII\iTAGE CIRCLE.
TEMECULA,CA. 92591
951a6762529
FAX 951699-3591
Title Block Line 6
lo
Printed: 10 JUL 2008. 7 02AM
Material
Analysis MethoAllowable Stress Design
Beam Bracing Beam bracing is defined as a set spacing over all spans
Bending Axis : Major Axis Bending
Load Combinat@006 IBC & ASCE 7-05
Calculations per IBC 2006, CBC 2007, 13th AISC
Fy : SteelYield 46.0 ksi
E: Modulus: 29,000.0 ksi
Unbraced Lengths
First Brdce starts at2.O ft from Lefi-Most support
Regular spacing of lateral supports on length of beam = 2.0 ft
i)
ll
D(0.73)1O.63)
101
HSS10X6X5/16
21
Applied Loads Service loads entered. Load Factors will be applied for calculations
Beam self weight calculated and added to loads
Load(s) for Span Number 1 _
Point Load : D = 0.730, Lr= 0.630 k @ 10.830ft
uniform Load : D = 0.1010, Lr = 0.1260 Uft, Tributary width = 1.0 ft
DES'G'V SUMMARY
Maximum eer{Oing Stress Ratio = 0.341 : 1
Section used for this span HSS10X6X5/16
Mu : Applied 22.515k-ft
Mn / Omega:Allowable 66.108k-ft
Load Combination +D+Lr+H
Location of maximum on span 10-762ft
Span # where maximum occurs SPan # 1
Maximum Deflection
Max Downward Live Load Deflection 0.253 in
Max Upward Live Load Deflection 0.000 in
Live Load Deflection Ratio 1028
Max Downward Total Deflection 01526 in
Max Upward Total Deflection 0.000 in
Total Deflection Ratio 493
Maximum Shear Stress Ratio =
Section used for this sPan
Vu :Applied
Vn/Omega : Allowable
Load Combination
Location of maximum on span
Span # where maximum orcurs
@
0.0{0 : 1
HSS10X5X5r16
3.4848 k
87.7897 k
+D+Lr+H
0.000 ft
Span # 1
+D
Dsgn. L =
Dsgn.
Dsgn.
Dsgn.
Dsgn.
Dsgn.
Dsgn.
Dsgn.
l_=
l=
l-=
l_=
l_=
l_=[=
3.93 ft
2.04ft
2.04ft
1.89 ft
2.04ft
2.04ft
2.04ft
1.89 ft
0.092
0.127
0.154
0.172
0.177
0.177
0.177
a.177
0.021
0.015
0.012
0.008
0.006
0.009
0.012
0.015
6.06
8.40
10.18
1 1.35
11.73
11.27
9.96
8.10
6.06
8.40
10.18
11.27
9.96
8.10' s.al
6.06
8.40
10.18
1 1.35
11.73
11.73
11.73
11.73
110.40
1 10.40
110.40
1 10.40
1 10.40
110.40
1 10.40
110.40
66.11
66.11
66.11
66.11
66.11
66.11
66.11
66.11
1.80
1.28
1,01
0.74
0.51
0.78
1.0s
1.30
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
87.79
87.79
87.79
87.79
87.79
87.79
1.00 1.00
1.00
87.79
87.79
00
00
00
00
00
00
,00
.00
.00
.00
.00
.00
.00
Maximum Forces & Stresses for Load Gomt
Load Combination
Segment Length
Max Stress Ratios Summary ot Values of Values
Span# M V Mmax + Mmax - Ma - Max Mnx Omega*Mnx Cb Rm Va Max VnxomegaYnx
I
I
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
0.177
0.245
0.296
0.330
0.34't
0.341
0.341
0.341
0.341
0.341
0.040
0.028
o.022
0.016
0.011
0.017
0.023
0.029
0.035
0.040
11.69
16.18
19.59
21.81
22.51
21.66
19.17
15.60
11.32
5.69
11.69
16.18
19.59
21.66
19.17
15.60
11.32
5.5e
11.69
16.18
19.59
21.81
22.51
22.51
22.51
22.51
22.51
22.51
110.40
110.40
1 10.40
1 10.40
110.40
110.40
1 10.40
110.40
1 10.40
110.40
66.'t1
66.11
66.11
66.11
66.11
66.11
66.11
66.11
66.11
66.11
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
3.48
2.47
1.94
1.41
0.96
1.49
2.02
2.51
3.03
3.48
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
I':';",' GftG
Job# o61tl0GRAYNER ENGINEERING
+T TOS VINTAGE CIRCLE.
TEMECULA,CA. 92591
951-6762529
FAX 951-699-3591
Title Block Line 6
Project Desc.:
Project Notes :
rt
Printed: 10 JUL 2008. 7.02AM
Steel Beam Design
Documents\ENERCALC Data Files\dune palms carporteco
ENERCALC. lNC. 1983-2008, Vec 6.0.19, N:06798
C:\Doq.rments and
Uc. #: KW{16000195 €Iwrr: GRAVI{ffi EillGI*EERt ]{6
Description DUNE PALMS:CARPORT-BEAM BETWEEN HSS COLS.
Max Stress Ratios Summary of Moment Values Summary of Shear ValuesLoad Combination
Segment Length Span# M V Mmax + Mmax - Ma - Max Mnx Cmega'Mnx Cb Rm Va Max VnxOmegaa/nx
Dsgn. L =
Dsgn. L =
+D+L+H
Dsgn. L =
Dsgn. L =
Dsgn. L =
Dsgn: L =
Dsgn. L =
Dsgn,. L =
Dsgn. L =
Dsgn. L =
Dsgn. L =
Dsgn. L =
+D+Lr+H
2.04 ft
1.75 ft
3.93 ft
0.177
0.177
0.018
0.021
5.87
2.95
2.95 11.73
11.73
1 10.40 66.1 1 1 .00 1 .00
110.40 66.'11 1.00 1.00
146.61 87.79146.61 87.79
1.57
1.80
2.04 ft
2.04 ft
1.89 ft
2.04 ft
2.04 ft
2.04 ft
1.89 ft
2.04ft
1.?5 ft
Dsgn.L= 3.93ft
Dsgn. L= 2.04ft
Dsgn. L= 2.04ft
Dsgn.L= 1.89ft
Dsgn. L = 2.Uft
Dsgn. L= 2.04ft
Dsgn. L= 2.04ft
Dsgn.L= 1.89ft
Dsgn.L= 2.04ft
Dsgn.L= 1.75ft
+D+0.750Lr+0.750L+H
Dsgn. L= 3.93ft. Dsgn. L = 2.04 ft
Dsgn.L= 2.04ft
Dsgn. L= 1/.89ft
Dsgn. L= 2.04ft
Dsgn.L= 2.04ft
Dsgn. L = 2.04ft
Dsgn.L= 1.89ft
Dsgn. L1 2.04ft
Dsgn. L= 1.75ft
0.092
0j27
0.1 54
0.172
0.177
0.177
0.177
0.177
0.177
0.177
0.177
o.245
0.296
0.330
0.341
0.341
0.341
0.341
0.341',
0.341
0.1 56
0.215
0.261
0.290
0.300
0.300
0.300
0.300
0.300
0.300
0.021
0.015
0.012
0.008
0.006
0.009
0.012
0.015
0.018
0.021
0.040
0.028
0.022
0.016
0.011
0.017
0.023
0.029
0.035
0.040
0.03s
0.025
' 0.019
0.014
0.010
0.015
0.020
0.025
0.030
0.035
6.06
8.40
10.18
11.35
11.73
11.27
9.96
8.10
5.87
2.95
11.69
16.18
19.59
21.81
22.51
21.66
't9.17
1s.60
11.32
5.69
10.28
14.23
17.24
19.19
19.82
19.07
16.87
13.72
9.96
5.00
6.06
8.40
10.18
11.27
9.96
8.10
5.87
2.95
11.69
16.18
19.59
21.66
19.17
15.60
11.32
5.69
10.28
14.23
17.24
19.07
16.87
13.72
9.96
5.00
6.06
8.40
10.18
11.35
11.69
16.18
19.59
21.81
22.51
22.51
22.51
22.51
22.51
22.51
10.28
14.23
17.24
19.19
19.82
19.82
19.82
19.82
19.82
19.82
1 10.40
110.40
110.40
1 10.40
'1 10.40
110.40
't10.40
1 10.40
110.40
110.40
110.40
1 10.40
110.40
110.40
1 10.40
110.40
110.40
1 10.40
1 10.40
1 10.40
110.40
1 10.40
110.40
1 10.40
110.40
1 10.40
1 10.40
1 10.40
1 10.40
110.40
66.11
66.11
66.11
66.11
66.11
66.'11
66.11
66.11
66.11
66.11
66.11
66.11
66.'11 1
66.11 1
66.11 1
66.11 1
66.11 1
66.11 1
66.11 1
66.11 1
66.11 1
66.11 1
.00 1.00
.00 1.00
.00 1.00
1.00
1.80
1.28
1.01
0.74
0.51
0.78
1.05
1.30
1.57
1.80
3.48
2.47
1.94
1.41
0.96
1.49
2.02
2.51
3.03
3.48
3.06
2.17
1.71
1.25
0.85
1.31
1.77
2.20
2.67
3.06
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
146.61
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
87.79
00
,00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
66.1
66.1
66.1
66.1
66.1
66.1
66.1
66.1
73
73
73
73
73
73
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
87.79
87.79
87.79
Ove ralt Maximum Deflections - Unfactored Loads
Load Combination Span Max. "-" Defl Location in Sgan Load Combination Max. "+" Defl Location in Span
D+Lr+L 0.5264 10.908 0.0000 0.000
Maximum Deflections for Load Combinations - Unfactore
Load Combination Span 'Max. Downward Defl Location in SPan Max. Upward Defl Location in Span
D Only
Lr Only
Lr+L Only
D+Lr+L
Maximum Vertical Reactions - Unfactored
10.908
10.908
10.908
10.908
Support notation : Far left rs #
0:2736
0.2528
0.2528
0.5264
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
Combination Support 1 Support 2
Overall MAxtmum
- D Only
Lr Only
Lr+L Only
D+Lr+L
Steel Section ProPertie
3.4U5
1.804
1.680
1.680
3.485
3.484
1.804
1.680
1.580
3.484
HSSl0X6X5/16
1
1
1
1
1
1
1
I
1
1
1
1
1
I
1
I
I
1
1
1
1
1
1
1
1
1
1
I
1
1
1
GRAVNER ENGINEERING
41105 VINTAGE CIRCLE.
TEMECULA,CA. 92591
951:6762529
FAX 951-699-3591
Title Block Line 6
Title:
Dsgnr: Gl+C
Project Desc.:
Project Notes :
Job# OqT,l0
{tA
Prrnted 10 JUL 2008. 7 024M
Description :DUNE PALMS:CARPORT-BEAM BETWEEN HSS COLS
Steel Section HSS10X6X5/16
tn ln<
Sn<
Rrc<
Zx
lvv
svv
Rvv
Zy
in^4
in^3
in
in^3
in^4
in^3
in
in^3
J
Cw
118.000 in^4
0.31 in^6
width
WallThick
Area
Weight
6.000 in
0.291 in
8.760 in^2
31.839 plf
23.50
3.660
28.800
53.300
17.800
2.470
20.200
c 32.200 in^3
Ycg 5.000 in
Steel Beam Design File: C:\Doo.rments and
ENERCALC. lNC. 1983-2008. Ver 6.0. 19, N:06798
Documents\EN ERCALC Data palms carport.ec6
Uc, #: KVS-06000:i95 Ucense Chner :' GRAYNffi ENGINEERING
Ernc}{
EE
EF
em
Eli
{ I-}EIGi'
=tEr<
-,rrl
-,ill
-E:lrlEI
=-IG:)
2I bg.t 9frF:s
l"
$H
afi
nCrr
ca:
t-
m2ozrnmTz
,"
NStrrfi
'$ {t
1+$\q
-I *f*t
i.$
s8
I
EI
ls
.F
F
&.
*
,tft
',o
0lfri3'3
-ln
--a
{
.Vr
Ft,ir
E;
r,
-q
:{t
t$+i$'tl{s:
H
rs
D,-t
(=t
EJ
E-
.-I\
ffi:
B,
s;'{J
tElcr
t:
13
H
.{r.
:fl
$
h
dt
-Er\
o,
{as
I
ii:
Dq:ti\$r\:'
s.t--:\fi
+
H
'11'
i
frti'
lO:
sx:
i
EF
sf
s
t,q!
{t\r
tls\I\i$
eGq
rl.
a
gr
nr
t$I
o
'$
s{t
Ft.I .::!llr, i
'g_
Ulff:q
. t:
*_$.i tl.ts.N
t$-+'- r.}}
r {-rI it
F
F
{-
:'
t
:'
FI
E
,lt
8
-rJu
7ti['
trt
:t .,:
*
-t$
ffi($
II
Itt
EF
a.
I
EL
9
Hrht\tt
=s
,$.,
fUB
*,4\.
x#d;a;.
6t
urlt,tr:.'
l:'tll:i i
r ! :_:
t-:
's't\3
E:
Gi'
fi
'q' -
sdt.s
l;-
!
I-ri
'il
..
:
'iu
;aFra-
i
e
dfi
+f
I
t
.t
:-lss!
'E I(r:
, '|rl
, E('- :-
-
t-
,{
II
a
FtI
:
i
J
{'
i
7
t;
'1
t
E
Es
$r
o
$rt4
'lIt
s
H
ffi.,:
1S
!E
$
:B
,I
I
I
!
..
'i
I
l-
€
f-.
I
I
t
I
I
I
I
It.
t
,
I
I
a:
;
i!
i.
.t
i
;
I
fr
t
t
I
I
t
t-
t_
:'.,*,t:F'{-x..i i'r't'd.
, lf.
..t
tiI,
,:'
I.
:
i
!
I
a
:
i
't
:
!
I
i
i
.;
I
I
tt.
I
I
t
i
:
I
t
.b.t'+5
,.'l 'l
ts*f,
iJ. :;,;trl(,, :
, r(.:,
-i:'#;
(l
;{t.iil).
i'F'
:Ji+
'Ct,,s.:,-1. --ai\r/I
!
\1+sot
lr
:
:';.rrt
E:ui
I:
f
ili:l
il.
il.,l i
,lrl.it'fr
i
I
t.
I
Err
-l
c-lE
UJ(j
a[
TL
I
t
I
:zl'
r-{ IulLlt
uJ!ZzH}(J!
_1_ .t
L'J >
nr0
Ldg+olt{.
TLLS;I
E'f.t
f,:
D
't
I
J){5rINutN(c
-1.gl-
3Pior'^trr;rsfl
-l(cl[]r)-
trr 91(o
ro
I
I,,I(n
cq (oc$+
t
-l
co'EEt\
rnjrl
r-E
!
I
li$.i
t,
t
:
.?
F
1
I
I
rt
E.
:
I
I
s
$
E
I
I
l.I
I
I
I
I
.t
I
l
i+ti
+_i
I
I
I
I
!
I
:
:
:
I
!
I
,
:.
I
t
I
!
I
1
:
t
87/L3/2888 14: E3 951599359L GPAYNER ENGINEERIN
1B9E€69 (eOO) XvJ ' 649?-048 (608) euoUOBIeI '.' [HszE Yc " EFrn'
,
..-- /';'A?ry\4,*,i*l x}6i{q;,1-flfi\
dal !b.1-rc*usf-::b o.'=
PAGE3t,F)'
9',aeg.
+
b_+wLl
'b+ltilJ
fi#bYt
ftrab\
r,-. - lirJ -.-,.
.'r' . .' ' '- l'-
'hl'ltt
urfo
E.r-
*D N
d,--lQ
-Jq Jt't'
a3/ L9
l-L
'qfl
7,
I
x (;
I
A flr
. .'i : - ' . . : . j
'lj-,'ti?',Id
!.@.
- ., .-,1- :
';,t(rw tt ,1
I
/^ a,7.d t*,.
f I P
ffi 4edi'gw,i '+.'
f#ffi
,.f {tril Bilil,F
.t
.il'r'.
-L
?,F
it.f n
i-l .l :f
-t v
t
--:-"1
,i-i'
: ,i
"'tP3..I
FB:I
lL irlc lr,:
+i
'F.ijrh'fZ=m
:;A
, h$frq AaSCrry N
tc/1 .l(
g ftU{qin; "Ytl .frl*.
tttfr?tu 1 i!'^7l
Lr,J o
t1 i
h*Fr7.i
.ffi r?,F*qantL???ts!fl1
ffiLi
I
;'a
#
qJf
F
#,t=il
.t, i...A
f-."i r.t+ r
rr-H Il1dt?ey"ad w2/L0a
fi
ig l+t1 ,
L }\=)il
rytfu.W $iltutil{t0il] uil{ffiu0lriH3lrylgNa.
=uvo,
'oN 80rat !30
.nf,r r ==lJO .,.-
-l-tlaa
riannHd
1\
rF
:i:i
.F
I
',t,l,:,1
I
L
,f,| rlvnW I
,' fi?iiElf- .,ll'fr*,;
' f hfr'\'.V7e
,ffiw
.J
o aHr itfrnal\tl4flA 6vq a,?trzli'16
oN|HS3Nl9NA
71
,,, J
it
411Os.VINTAGE CIRCLE.
TEMECUI-A,CA. 92591
951€76252s
Fru( 951-69S,3591
Title Line 6
$teol Column
Desctiption PALMS:COLS,
Steel Section Name HsSSXgXgr'|6
Analysis Methc 4006 tBC & ASCE 7{s
Steel Stress Grade
Fy; SteetYield a0.0 ksi
E : Elastic BenOing Modutr. 29,000.0 ksi
Load Combinati Rlowable Stress
- _AEEIsq leads
column self weight included : zflz-3iz?lbs * Dead Load Factor
AXIALLOADS,.,
,dxial Load at 7.0 ft, D = 4.50, LR = 4.0, E = {.680 k
BENDINGLOADS,,.
Lat. Point Load at 7.0 ft creating Mx-x, E = 3.S0 k
PES'G,V SUMMARY
Bending & $hear Check Results
PASS Max. Aurial+Bending Stress Ratio o
Losd Comblnation
Location of max.above baee
At maximum location values are . . .
Pu :Axial
Pn i Omega lAllowablr
Mr'x: Applied
Mn-x/Omega:A[owab]e
Mu-y: Applied
Mn-y/Omega:Ailowabto
Frint(rd; 12 JUt ?008, 11:1?,qM
ritr: C:tiSdiunHi'ffi'Stitiiniei-E6y""r€1iry prisunidiiiiEr.rE'ffic-u,EiiFti€8idor'pHiilr'*r*ri6--
6'Js"nr Gf,G
Project Desc.:
Project Notes :
JOD# g'l l1 tn
l+
PASS Maximum Shear Skess Rati,
Load Combination
Location of mor,above basg
At maximum location values sr€ . . .
Vu :Applied
Vn / Omoga: Allowable
Load Gombinatlon Results
0.24Ii52 : 1
+1.140D+0.70E+H
0.0 ft
4.9787 k
231.115 k
17.150 l(-ft
73.ts826 k-ft
0.0 k-ft
73.6820 k-fi
0.031342 ; 1
+1.140D+0.70E+H
0.0 ft
2.450 k
78,1710 k
ENERCAIC, lNC, 1S€g-200S, Vsr; €.0.1s. N:(E/0E
Bef : ?006 IEG AISC Manua ll3th Edition
Overall Column Height 7.0 ft
Top & Bottom FixitlTop Free, Bottom Fixed
Brace condition for dstlection (buckling) along
X-X (width) axHnbraced Length for X-X Ar:tis buckling = 7ft, K =Z,l ,
Y-Y (depth) ax[tnbraced Length for Y-Y Axis buckting = I ft, R = t], ,l
$ervlce loeds entergd, Load Fadors will be applied for calculations.
Maxlrnum SERVICE Load Reactions. .
Top along Y-Y 0.0 k
Bottom along Y.' 0.0 k
Top along X-X 0.0 k
Bottom along X-) 3.50 k
Maximum SERVICE Load Doflectlons - " .
Along Y-Y -0.19132 in at 7.0ft above bas
lor load combihation :E Only
Along X-X 0.0 in at 0.0ft above base' for load combination :
Load Combination-+D
+D+L+H
+p+[-1+[-l
+D+0,7501r+9.7591*,.|
+1.140D+0_70E+ft
+1 . 1 050D+0.750 Lr+0.7S0L+0. g2t
+ 1 . 1 40Dr0.zS0L+0.7S0S+0.52S[
+0.460D+0,70E+H
laximum Axial + Bending_Qtress Ratio
Stress Ratlo Status Location
MaFtn-utrt Shear Ratios
$tress Ratio $tatus Location
0.021
0,021
0,038
0.034
o.2M
0.192
0.186
0.237
PASS
PASS
PASS
PASS
PASS
PASS
PA$S
PASS
0,00 ft
0.00 ff
0.00 fi
0.00 ft
0.00 fl
0.00 fr
0.00 fi
0,00 ft
PASS
PASS
PASS
PASS
PASS
PASS
PASS
PA$S
0.000
0.000
0.000
0.000
0.031
0,024
0.024
0.031
Y.Y ^Arxis Reac'tion
@ Baso @ Top
3.500
2.500
,00 ft
0,00 ft
0.00 fl
0.00 ft
0.00 ft
0,00 ft
0,00 ft
0.00 fi
Note:9ltv.reactions are llstedReactions - Unfactored
X-X Axis Reaction
Load Combinatlon @Base @Top'-- 6'bntv-Lr+Lf Only
E Only
D+Lr+L
D+L+S+E/,1.4
Maximum Deflections for Load GombinationE , Unfactore
Load Combination Max, X-X Eleflection Dlstanc€- D oniv 0.000h 0.000
Max. Y-Y Deflsctlon Dlstance
0,00$ 0.00G
6T/FA 39Vd NIUISNISNS USNAVdS I5gE659Tg5 EA:f I BAAZlETILA
General lnformation
41105 VINTAGE CIRCLE,
TEMECULA,GA. 92591girezeeizg
Ftu\ 951-69*35s1
oJj"i GrfGFroJBct ue$c,l
JOO7#A7 lryv
P-tesllllle.q
projecrNotes. Lf
-----Ti6;L-:ffiirenr"-,ltiiiu-rr,o,rEil6friir;Eiiff ru*freHmm"e *;,H[ffi'*Hl*#lt#$teel Golumn
ENEF0ALC, lNC. 1883,2009, Vor €.0.1E, N:oE7gE
Description L. COLS.
. Maximum Deflections .Lof Lo_qC Co-m-[!g1{!eUg. - Un-factore
Nlax x-x Defi€dion DistiiiiE-- '
Mei.-y-V'Losd Combination
L};L-fEnli-
E Only
D+Lr+L
D+L+S+E/1.4
ircneaion Distance-----ildborii
0.000(h
0,000$
0.000th
' - 0:0ot'-
0,0m
0.0m
0.000
o.O0gr ------' oooa
0,000r
0.00rh
0.000r
0.00t
0.00tr
0.000
Section H$S0X9X5/16
Depth "-ilm6-fi"'-
124,00 in^4
27,60 ina3
3.540 in
----J " T$6:tbo-ili4Web Thick
Flange Width
Flange Thlck
Afea
Weight
0,000
9.000
0.291
s_920
36.046
in
in
in
lrr^2
plf
Sxx
Rxx
ryy
svv
Rvv
124,000 in^4
27,600 in^3
3.540 in
Ycg 0.000 in
M-x Lo!.li
dq
tsI
-l
.-r.00hr.
l.oarlr al! lohl Ont0rud Vrfhc. Arro*r do rot rcitcl olrCme dnoctlqt.
6T lEB 39Vd NIUSSNISNf USNAVdS I6EE659TE5 EB:FT EABAlEI/LA
,.|
41 105 VINTAGE GIRCLE..
TEMECUI.A.CA. 9?591
951.6762529
FAX 9s14gg-3591
Steel Base Plata Des ign
Description: DUNE CARPORT;
Genelal lnformation
& Plate
Column Properties
$teelSestic HSS9X9XS/16
Depth
widrh
Flange'thickne
Web Thickne
Plate Dimerrsions
N :Length 14.0 in
B : Width 14.0 inThic*ness 1.0 in
Column a$sumed wetded to base
l rrir&g-Lryae
v-z
, Dead Load ..,.,.,
Live....,,.
: Roof Live ......-..
Snow
: Wind
Earthquake ......
LateralEarth ....
'P'= Gravlty loEd, '+" sign is downwar
"+" Moments create higher soil prcssure at.FZ e(
"+" Shesrs push plate towards +Z edge
I
Anchor Bolt or Rod tresoription 3/4
Mex of Tenslon or Pultout Capacity....,.
ShEEr Capacity......
Edge dishnce : bolt to plate,..,
Number of Bolts in each Row..
Nurnber of Bolt Rows.
LOAD
Material Propefties
AISC Design Mettrod{lowabte $tres$ Design
Qteel Platg Fy = BG.6 ksiConcrete Support fc = 8.0 ksi
Assumed Bearing AEtll tsearlng
:
I
I
BASE
Support Dimenslons
Support width along "X'
Length along "Z'
M-X
19.40 k
10,60 k
2.0 in
?.0
1,0
2,50 in
Allowable Stress Design
+ 1 . 1 40D+0. 7501+0. 750S+0. 5250E+H
0.351 ksi
21.557ksi
0.016
Dsg-ffi GfKf
Project Desc.:
Project Notes:
Ptirrod: 12 JUL 2008, l1:27AMpiti: c:t0scr,rrfrd[s uJ biih'sl\Gffiilffii]ocuirinrireriEecrril66ai",Eitffi #rd;h##t -
ENEFCALC, lNC. 1S&?00S, Vor ti.o.lg, N:06ZES
cirlculations per 13th AISC & Al$C Design Guide No. 1, {gg0 by Eewolf & Ricker
AEIF: Allowable $tress lncrease Fi 1.0
AEIF : Allourable Bearing lncrease Factc 1.0
O s : ASD Safuty Fac 2.50
Allorrable Bearing Fp per JB 9.2Z86 ksi
9.92 in^2
124 in^4
124 in^4
evr:,rt u7 lt.v
Itt
Area
llor
lyv
9in
I irr
lin
in
0.29
?"
I
18.0 in
18.0 in .,t,,
.,:.1:* El,,*ilTxrl ttc-
F:1'.:: I l:'"' :,f:-1:'r;.. -i ,'1 ,. 1
I i -i -,''ii.-L.i:ii i:irili-.1:l1l
o;
L:
Lr
S:
W
E:
H:
P.Y
+,50
Load Combinat
= 0.60 * Fy / 1.5 (per G;
$tress Ratio
k.ft
k_ft
k-fr
k_ft
k-ft
24,50 k-ft
k.ft
k
k
k
k
k
k
k
.503
k
k
k
k
R
k
k
+f,,'ffi,,
.Goveming Load Case Typ Axial + Moment, LfZ < Eosentricity, Tens
Design Plate Size {'-2', x i'-2,, x 1,,
- Pa:Axialload.... S,1B0k
Ma: Moment.,.,.,.. 12,869k.ft
Orlrlfa
tr5:n.Iu
Ia.,'i!sro
Mu: Max, Moment Z.6SE k-in
fb; Max, Bending Stress t5.g3l trsl
Fb ; Allowable : Z1.SE7 fsl
0.75'Fy.ASIF/Omega
Stress Ratio ........... 0.749
Bending $tress OK
fu : Max. Plate Bearirq $tress ..,. 1.311 ksi
Fp : Alloweble I 1.311 kei
min( 0.85'fc*sqrt(AarA1l, 1,7' fc)iomo
Stress Ratio ........... 0.000
Bearing Stress OK
tu:
Fv
Shear Stress OK
6r /94 fgvd NIUfSNISNS UfNAVdg T5EE669TE6 EB:FT EBBZlET/LB
.-T$e€!gh_Lin-e 6
i
J,.
Eolts
t
" 41105 VINTAGE CIRCLE.
TEMECULA,CA. 92591
gsr'+zozseg
FN( e51.699-35e1
JUe'-Elesh t=Lnp_Q_ ___
$toel Base Plate Des ign
De*ription : OUNE PALMS CARPORT:COLUMN
Dsgnr:
Project
e,HO
Desc.:
Projed Notes :
fa : Max. Bearing Pressu
Stress Ratio .....
\rvt '7 (JZ l. I V
t1
Printtrd: '12 JUL 2008,11;27AM
1,311 ksi
0.023 ksi
0.018
0.085 k-ln
0.$11 ltsi
21.557 ksi
0.024
0,000 ksi
0,000 ksi
0.000
Axlal Load Only, No Moment
1.311 ksi
0.023|Gi
0.018
0.085 k-in
0.511 ksl
21-557 ksl
0.024
0,000 ksi
0.000 ksi
0.000
Axial Load Qnly, No Momont
1,311 ksi
0.023|Gi
0.018
Load Comb, ; +D
LqHdlnq
Pa :Axial Load....
Design Plate Height ..,,,,,.,
Design PIEIB Width
W,ll be difbrent hwn onuy it padiat baanng usart.
,A1 : Plate Area ,........
A2; Support Area
/ A2l41 ....:.. ..
Distance for Moment Calculatior
tt n tt ..........
Distance for MqrylFnt Calculatior* m t' ,.,.,.,,.
'-'-Fi6: cltoicirirlein,qnd' fdlimiiff Ey'r;rEwy b-- *iiilE-u-enTTilC H;Tjffi \drxl;
ENEttCALc, lNc. 1seH009, Vffi'80,19, N:067ffi
Axial Load Only, No Moment
Beafl.no Stresses
Fp :Allowablea,S00 r
14.000 in
14.000 ;n
106.000 ifl"z
92a,000 ;r"2
1,28S
Plate Bendino Stressr
Mmax=Fu*1212
b:Actual
Fb :Allowabte
Stress Ratio
Ehear Str:FH+
tu: Actual
Bearlng-$tresses
Fp :Allowable
fa ; Mar Bearing Pressu
Strass Ratlo
fu :Actual
Fb ;Allowable
$tress Ratio
Shqpr.Stresr
fv :ACtUHl
Fv:Allowable
Stress Ratlo
ElFgjinq $tresses
Fp :Allowable
fu : Max Bearing Pre+su
Strsss Ratio
tu;
Fb
Aciual .......
Allowable
Stress Ratio ,,.,.,
$hear stress
fv :Adual
Fv : Allowable .........
Strass Ratio
x
Larnnda
nt .,.,...
n''Lambda
L. max(m, n, n")
Load Gomb. : +D+L+H
Loadinq
Pa : Frxial Load ....
Design Plate Hslght,,,,,.,..
Dosign Plate Width
vwll be ditforert ltun anby if partiat Nadng uwd.
A1 :PhtaArea,.,,.,,,.
e2: Support Area ...,.....
./ eiAr :,.,,,,.. ...........
2,725
2,726
0.000
0,000
1,010
0.000
2.725
in
in
in^2
in
in
in
4,500
14 000
14.000
196.000 in^2
324.000 1pa2
1.286
k
in
ln
Plate Bendin$ Stresse
Mrnax=Fu'L212.,---
x..
Lambda
n' .,.
n'* Lambda
L = max(m, n, n")
Load Comb. : +D+LrrH
l-oading
Pa ; AxialLoad ....
Design Plate Height .,..,....
Design PlEte wian
Will be ditferant trcn ontry if paftiatDearlng usod.
A1 ; PhteArea ,,....,,.
A2: Support Area .........
Flate Bending Stressr
Mmax=Fu'LZl2
?,725 in
2,725 in
0.000 in^2
0,000
1.010 in
0.000 in
?,7?5 in
4,500 g
14.0fi) 6
14.000 ln
196.0fi) in^Z
324.000 1p2
1.286J' lci4l .,,.,,................
Di stanqe- tor Moment Calcu latigJt m' ....,....
0.085 kjn
0.511 ksa
?1,557 ksi
0,024
0,000 ksi
0.000 ksi
0.000
2.725 in
2.725 in
0.000 in^?
0.000
1,010 in
0.000 in
2.725 in
in"
Lambda
n' 'Lambda
L = rna((m, n, n")
6T/ LB SDVd NIU3fNISN3 UfNAVdg I5gE559Ig5 EB:FI BABIIET/LA
41105 VINTAGE CIRCLE.
TEMEGUI.A,CA. 92591
s51€76258e
FAX 951-6ee-3591
Tit[gBl_o_cJ1-llnq 6
Steel Baee Plate Des ign
DeScription : DUNE PALMS CARPORT:COLUMN BASE
Load Comb. I +1.140D+0.750L+O.ZS0S+0.5?60E+H
Loading
Pa: Axial Load ,,,,
Ma: Moment,.,,,,,.
Eocentricity..
A1 : Plate nr., ,,...,.,.
A2 : Support Area
p8.IAl
'' "'' - - Fihl frtfr Guid;nii'u,a s u, nrirdiqvn i'Euny-oirudilniru ui+ cae -m#ffiHy*fr fi.llf#
ENEITCALC, lNC. 19trLzn8, Vsc 6,0,19, N:oE7g€
Axlal Load + Moment, Ecc. > W
Dist. from Bott to Col, EdSe
Effective Bolt Width for Bending ...,.
Plate Moment from Bolt Tensiorr ,,.,,..
Bqaring.$tresses
Fp : Alloriuable 1.311 hui
( sef egua/ to Fp )
0.000
fa: Max, Bearing Pressu
Strpss Ratio ..,.,.,.
Didnr, € HG
Project Desc.:
Project Notes :
rJur, tt U-l | . t' v
tfr
5.130 k
12.E63 k-ft
30,088 in
196.000 in^2
3?4,000 in^Z
1.286
2.725 tn
1.71G in
0,202 k.in
10.6?r k
0.725 in
2,900 in
2.655 k-in
tu:0.351 ksi
?1.557 kri
0,016
Fv :Allowable
Stress Retio
Load Gornb. ; +1.140D+0.7S0L+0.250S-0.5280E+H
tb : Actual ........
Fb : Allowuble ,,.,,,,,....
Stress Ratio.........
2,655 k-in
15.931 ksi
?1,557 ksi
0.739
'l Load + Moment, Ecc. < lJ6
1.3'l 1 ksi
0.511 lffia
0,237
0.993 k-ln
0,612 k-in
0.612 k-in
s.671 ksi
21,557 ksi
0,170
'A": Bearing Length
Mpl: Plate Moment
Loading
Pa : AxialLoad ....
Ma; Moment.......,
Eccentricity
A1 : Phte Area .,.,.,,,....
A?:$upportArea
5T/88 fgvd NIUS:NI5N3 U3NAVdS
Bearing Ftresses
Fp: Atlowable
fa : Max. Bearing Pressu
$tress Ratio ,,,,,...
Plate Eerding Sfessf
Mmaxl = Fu'm^212
Mmaxl = Fu * n"? l?
Mmax
b:Actual ......
Fb: Allowabte
Stress Ratio ..,.,,.,..
Shear Stres
fu :Ac'tual
Fv . Allowable .........
Strese Ratio
5,130
1?,863
30.088
196.000
324.000
I,286
k
k-ft
in
in^2
in^2
0.351 kel
21.557 ksi
0.016
I6EE659TE6 EB:DT 8AA4lET/LB
C?lculata plate tngr,nqnt,fi-om bearir.rg . , ,- in ",,,......
?.7?5 tn
3.400 in
41105 VINTAGE CIRCLE.
TEMECULA,CA. 92591
s51-6762529
FAJ( 951-699-3591
Tiile Lirre 6
General Footing Design
DUNE PALMS:
General lrrformation
Material Properties
fc : Concrete 2E dav stren< =Fy:RebarYield - '=
Ec: Concrete Elastic Modr =
Concrete Density =6 Values Flexure =Shear =
Analvsis Settinos
Min Steels/o BErrding Reinf. =
Min Allow % Temp Reinf. =
Min. Overtuming Safety Fac =
Min. Overturning $afety Factsr
AutoGalo Footing Weight as :
AutoGalc Pedestal Weight r :
Dlrnenoiono
oignr: eilG
Project Desc.:
project Notes:
r,Ei c'ucsfi#G lriiSefl deiid;),;A:dutii
Soil Design Valuee
Allowable Soil Beari
lncrease Bearing By Footing W
Soil Passive Resistance (for Slir
SoiUConcrete Friction Coof
Printocl: 12JUL 200S, g:zspM"Dqdi,x,,iU\El,iEEalmEA;mesrrrrne psilu quridi,;A'-
ENE8CALC, lNC. 1e0&e009, Vor 6,0.18. N:(8796
Calculations per IBC 2006, CBC 2007, ACI 31845
vvvr tn f .
l"l
,L. COL.PAD FTG
ksi
ksi
pcf
ksi
3.0
60.0
3,1?2.O
145.0
2.660 ksf
Yes
250.0 pcf
0-30
0.90
0.8s0
.00140
.00180
1.50 : 1
1.50 : 1
Yes
Yes
lncreases based on footing Depth
Refurence Depth below Surfr =
Allow. Pregsure lncrease par foot of =
when base footing is belov =
lncruases based on footing Wdth
Allow. Pressure lncrease ircrfoot ol =when footing is wider than =
2.50 ft
0.150 hsf
1.50 ft
0,150 ksf
2.50 ft
Width along X'X Axis =
Lengrth alofig Z-Z E
Footing Thickr =
Load locatlon offset from footing centr
ex : Along X-X Axis =
ez : Along Z-Z Axis =
Pedestal dimensions
px : Along X-X Axis =
bz : AonE Z.Z fv<ts
=Height
Rebar Centedine to Edge of Co
at Top of footing =at Bottonr of fotiting E
Roinforcing
Bare along X-X,
Number of B
Reinforcing Bar Si: =
Bars along Z-Z A
Number of I =
Reinforcing Bar =
6,50 fi
6.50 ft
18.0 ;n
18.0 in
18.0 in
1.8.0 in
n
n
n
n
-:-r--+.--
-.,, Jri[-
2.0
3,0
6_0
6#
fr
6.0#6
,,..1...
Bandwidth Distribu0on Check (ACt ,lS.
Direstion Requiring Closer Sep nta
# Ears requlred within zr= ila
n/a
# Bars required on each_side of zor
-.Ap-plied Loade
P: Column Load
OB: Overburden
M-rc<
frA-a,
V-x
v-z
6r /64 fsvd
4,0
NIU33NI9N3 USNAVd5
Lr L w H
24,50
3.50
I5EE659IE6 EB:DT BBAZlET/LB
k
ksf
k-ft
k-ft
k
k
50
50
4.
0.1
.1.,
i...
.i
".i
'rl+::i..i-r".
J".'r,''
p-
).. '.
1
r ' .J. r.', .
,.:.. j': . ..'l
41105 VINTAGE CIRCLE
remecUu,cA. gzsgl
a.ss1€76252s
FAX 951-6se-3581
Title ne6
General Footing Design
Desdrlption: DUNE
DES,G,Y SUMMARY
Min. Ratio ltem
PASS 0.41969
B,-,iHF"#F #o
Project Notes :
Pnntuo: 12 JUL ?000, 2:l5PM
i,lk;:EroilcurffiiG erir sriirneurc {ilry orj&iiilrir\Eilencar-c oiig iit6if,.i;b-pgrriil q,ini"rri.ir
ENERCALC, lNC, t9{(r-2(sS, Vcn 6,0.18, N;06780
COL.PAD FTG.
.Applled 9a_qqq
rVa
1.2313
?,8777
PASS nla
PASS NIApA$s 0,033419
PASS 0.08980
PASS 0.0Egg0
PAss 0.033419
PASS A.V21225
PASS 0.021225
FAss 0.021225
PAss 0.021225
PA.SS 0.027955
Detaihd ResultE
Soil Bearing
Overturning - X-)
Overturning - Z-Z
Sliding . X-X
Stidirrg - Z-Z
Uplifl
Z Flexure (+X)
Z Flexure (-X)
X Flexure (+Z)
X Flerure CZ)
1-way Shear (+X
1-way Shear CX)
1-way $hear (+Z
1-way Shear (.2)
2-way Punching
1.5224 ksf
0.0 k-ft
24.50 k-ft
2.450 k
0.0 k
0.0 k
0.91619 k-ft
2.4M7 R-ft
2.4647 k.ft
0.91619 k-fr
1.9763 psi
1,9763 psi
1.9763 psi
1.9763 psi
5.187a psi
3.6275 ksf
0.0 k-ft
30.1672 k-n
7.0503 k
0,0 k
0,0 k
27,41ffi k-tt
27.4154 k-fi
27.4154 k.fr
27.+1U k-ft
93.1128 psi
93.1128 psi
93,1128 psi
93,1128 psi
186.226 psi
vv'- 0
Load Combination
+0,460D-0.70E+H
No Overtuming
+0.460D+0.70E+H H ,A,
+0,460D+0.708+H
No $liding
No Uplift
+1.200+1.60Lr+0.80L
+0.908.1 ,0E+1.60H
+0.00D+E+1.60H
+1 ,20D+1.60Lr+0-50L
+1.20D+1.60Lr+0.501
+1.20D+1 .B0Lr+0.50L
+1,20D+1.00Lr+0.50L
+1.20D+1.60Lr+0.501
+1.20D+1.60Lr+0,50L
Soil Bearing
ffilihilEollEderi
+Z
Actual / Allowable
Ratio
ng
-x
X'X, +D 3.6275 ksf[-{, +p+l-+f'.1 3.6275 lrst
X-X, +D+Lr+H 3.6275 ks{
x-x, +D+0.750Lr+0.750L+H 3.8275 ksf
X-X. +1.140D+0.70E+H 3.6275 ksf
X-X, +1.140tt0.70E+H 3-6275 ksf
X.X, +1.1 050D+0.7501r+0.7501€.6278 ksf
X.X, +1 . 1 0500+0.7501r+0.7501.8.6275 ksf
x-x, +1 . 1 40D+0.750L+0, 750s+8.6275 kst
x-X. +1 . 1 40D+0.750L+0.750S-03.6275 ksf
X-X, +0.460D+0.70E+H 3.6275 ksf
X-X, +0.460D0.70E+H 3,6275 ksf
Z-2, +D 3.6275 ks'f
Z-2. +D+LrH 3.8275 lrsf/-/, +p+Lr+Ff 3.6275 ksf
z-2, +D+0.750Lr+0,750L+H 3.6275 ksf
Z-2, +1.140D+o.7oE+H B.62zE kst
z-2, +1,140D-0,70E+H 3.6275 ksf
z-2, +1. 1 0500+0,750Lr+0.750L€.6275 ksf
Z-2, +1. 1 050D+0.750Lr+0.7501€.6275 ksf
Z-2, +1. 1 40D+0.7501+0.750S+03.0275 ksf
Z-2, +1, 1 4OD+0.7fOL+0.750$0.3.6275 ksf
LZ, +O.460D+0.70E+H 3.6275 ksf
Z-2, +0.460D4.70E+H 3.6?75 ksf
oreIill1lp slallllty
Rotation Aris &. Load Combination.,.
0.54861 ksf 0.54861
0.$4447 k$f 0,54447
4.54447 kst 0.54447
0.59876 kst 0.59876
0.59876 ksf 0.59876
0.54447 ksf 0.54447gswT ksf 0.84447
0.21970 ksf 0.2'1970
0.21970|<sf 0.21970
n/a ksf n/a
n/a ksf n/a
n/a ksf nla
n/a ksf n/a
n/a k# nla
n/a ksf ila
r/a ksf rrla
r/a ksf rr/a
r/a kst nla
n/a ksf nla
n/a ksf nla
n/a ksf nla
nla
nla
n/a
rtla
nla
nla
nla
nla
ry'a
n/a
n/a
nla
0.0 in
0.0 in
0-0 in
0.0 in
12.7805 in
-12,7805 in
8.7163 in
.8.7163 in
9.5854 in
-9.5854 in
31.6734 in
-31.0734 in
0.0 in 0.47760 ksf 0.47760lcsf
-x
n/a ksf
n/a ksf
n/a ksl
n/a ksl
n/a ksf
n/a ksf
n/a ksf
n/a ksf
n/a kst
n/a lcsl
n/a ksf
n/a ksf
n/a ksf
n/a ksf
n/a ksf
n/a kEf
n/a ksf
n/a ksf
n/a ksf
n/a ksf
n/a ksf
n/a ksf
n/a ltsf
n/a ksf
.132
,132
.158
,151
.150
.150
.165
.165
,150
,150
.061
.061
.132
,132
,158
,151
.296
.296
.274
.?74
?EO
.259
.420
.420
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0.0 in 0.47760 lrsf 0.47760
0.0 in 0.57??8 ksf 0,57228
0,0 in
0.0 in
0.0 in
0.0 in
0.0 in
0.0 in
0.0 in
0.0 in
0.0 in
n/a
n/a
ila
n/a
nla
nla
nla
nla
nla
nla
nla
n/a
Rsl 0,47760 kst 0.47760
ksf 0.47760 ksf 0.47760
ksf 0.57?28 ksf 0.57228
ltst 0.54861 ksf 0.54881
k6t).016330 kst 1,0724ksf 1.07?61csf1.016330
ksf 0.20285 ksf 0.99486
ksf 0.9f1486 ksf 0,20265
kgf 0.14836 ltsf 0.94057
ksf 0.9,a057 ksf 0.14836kst 0.0 kst 1,5224ksf 1.5224 ksf 0.0
ksf
ksf
ksf
ksf
ksf
ksf
ksf
ksf
ksf
ksf
ksf
ksf
ksf
ksf
ksf
kEf
ksf
ksf
ksf
ksf
ksf
ksf
ksf
Overtumi le Moment ![o-qr_t gta.hlliu_Eiti o Status
X-X, +D
X-X. +D+L+H
X-X, +D+Lr+H
X-X, +D+S+H
X-X, +D+0.750Lr+0,750L+H
x-x, +D+0.750L+0, 750s+H
X-X, +D+W+H
KX, +1.140D+0,70E+H
X-X. +1.140D-0.70E+H
X-X, + D+0, 750Lr+o.750L+0. 750V1
None
None
None
None
None
None
None
None
None
None
0.0 k-ft
0.0 k-ft
0.0 k-ft
0.0 k-fi
0.0 k-ft
0.0 k-ft
0.0 k-fl
0,0 k-ft
0.0 k-ft
0.0 k-ft
lnfinitv
lnfinity
lnfinitv
lnfinity
lnfinitv
lnfinity
lnfinity
lnfinitv
lnfinity
lnfinitV
6T/BI 35Vd NITfSNISN3 USNAVdS T5EE569TEE EA:DI EBBE lET/LB
0&1ffit:Efi#
Rotation Axis &
_ ".-_keC_9etU!g13tiol!.--.-_ ._.._c--rg"s_g Nf |owab|e . xepq _zg"qg_+l
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
41 105 VINTAGE CIRCLE.
TEMECUI-A,CA. 9?591
951:67S25d8
FAX 951-699-35s1
.tl!.e_s_!-qgk--L!ne. s _ ____
General Footing Des ign
Descdph'on: OUNE PALMS:CARPORT4ANT,L.COL.PAD
ovgfl*!nq_SFF!llty
Rotation Aris E
Load Combination...
X-X. +D+0. 7S0L+0, 7S0Sr0.ZSOW
X.X, +1 . 1 0S0D+O,7S0Lr+0.7i0L+,
X.X, + 1 . 1 0E0D+0.7S0Lr+0.ZS0L-(
x-x, + 1 .1 40D+0.750l+g.75gg*0.
X-x, +1 . 1 40D+0.750L+0.750S0.[
X-X, +S-$6D+W+H
x-x, +0.460D+0.70E+H
XJ(. +0.4600{.70E+n
2,4,+D
Z!2, +D+L+H
Z-2, +D+Lr+H
Z-2. +D+$+fl
Z-2. +D+4. 750Lr+0. 750L+ H
z.z. +Drt. 7501+0. 750s+ H
Z-2, +D+W+H
Z-2, +1.140D+0.70E+H
Z-2, +1.140D-0-70E+H
Z-2. +D+Q. 750Lr+0, 750L+0. 750V\zz, +Q+Q.750L{{). 75OS+0. 750W
z-2, + 1. 1 000 D +0.7501110.7501+r
oifnr: C t+G
Project De$c.:
Project Notes:
- ' --' Fiis,dIsafiienE;it sdr,n*rtfriiin#ffififxrffihtiGxencer.. ol,uq#ffi#/#tfrffiH
urrrrrt v f l't*
ENERCALC, lilC. 198$2008, vori €.0..|0, N:rlr'rlu
2t
Overturn lng Moment Resisti Moment st?bili-tv--El!i9 .. -flt'tuslnfinity OKlnfinitv OKlnfinitv OKlnfinitv OKlnfinity OKlnfinity OKlnfinitv OKlnfinitv OKlnfinity OKlnfinitv OKlnfinity OKlnfinitv OKlnfinity OKlnfinitv OKlnflnity OK3.0515 0K3.0515 0Klnfinity OKInfinlty OK4.474/ OK4.4744 0K4.0687 0K4.0687 0KJo,6Ei$( OK
U.e3gilrr, No Goodl
{WdF No Good!
None
None
None
Nons
None
None
None
None
None
None
None
None
None
None
None
24.50 k-ft
24,50 k-rt
None
'None
18.s750 k.fr
18.3750 k-ft
18.3750 k.ft
18.3750 k-fr
None
0.0 k-ft
0.0 k.ft
0.0 k-ft
0.0 k-ft
0.0l(-ft
0.0 k-fi
0.0 k-ft
0.0 k-fi
0.0 k-ft
0.0 k-fr
0.0 k-ft
0.0 k-fi
0,0 k-ft
0,0 k-ft
0,0 k-ft
74,7623 R-ft
74,7623 R-ft
0.0 k-ft
0.0 k-ft
82.2109 k-ft
82.21S9 k-ft
74,7623 k-tt
74.7623 k-ft
0,0 k-ft
30.1672 k-ft
30.1672 k-ft
Z-2, + 1. 1 050 D+0, 7S0Lr+
z.z, + 1. 1 40D+0.750L+0.
z-2, + 1. 1 40D+0.750L+0.
Z-2, +pSoDqW+H
Z-2, Jg46@l+0.70E+H
Z-2, ttr.460D)0.70E+H
slidins-E'Et:tity
0.7501-C
750S+0.r
750S-0.f
Force Application Axis
._ _ . _Load 9gU..Finff.o_!.:..:_.. _. .
X.X, +P
X-X, +D+L+H
X.X. +D+Lr+H
X-X, +P+$+g
X-X, +D+0.750Lr+0. 750L+H
x-x, +D+0, 750L+0. 250$+H
X.X. +D+WI'H
X-X, +1.140D+0.70E+H
X-X, +1.140D-0.70E+H
X-X, +D+Q, 750Lr+O.Z50L+0.750\n
x-x, +D+0. 760L+0. 7505+9. 759y1,
X-X, +1 . 1 050D+0.790Lr+0.ZE0L+
X-X. +1 . 1 0500+0,7F01r+0, 7S0L-(
X-X, +1 . I 40D+0.750L+0-750$+0.
X-x, +1 . 1 40D+0.7501+0.75090.f
X-X. +Q.S0D+W+H
X-X. +O.4B0O+0.70E+H
X.X, +Q,45PD-0.70E+H
Z-2, +D
Z-2, +D+L+H
Z-2, +D+Lr+H
Z.Z, +D+S+H
Z-2, +O+0.750Lr+0.750L+H
Z=2, +D{.780L+0.7S0S+H
Z-2, +D+Vt/+l{
Z,Z, +1. I 4oD+o.7oE+H
Z-2. +1. 1 40D+0.7501+0,750S+0,r
Z-2, +1. 1 40D+0.7501+0.750S-0.f
Z-2, +0.60D+W+H
Z"Z, +0.460D+0.70E+H
Z-2, +0.460D-0.70E+H
z-2, +1. I 050D+0.750Lr+0.750L+r
Z-2, +1. 1 050D+0. 7501r+0, 750L{
SI Force
0.0
1.8375
-1.8375
1.8975
-1,8375
24,50 k-ft
24.50 k-ft
0,0
.450
.450
2
_')
0.0
0.0
Et rO
Fa*o
Roe i s ti n s f gp_e. .-g!i$irtg. g$ety Ee.tie -...S tatu s
10.3193 kk
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
I
1
1 ,51
10,31
1,21
0.31
0,31
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
No Slidinfi
No $lidins
0.0
0.0
0.0
0.0
0.0
10.3193
1 1.5193
10.3193
11.2193
10.3193
10.3193
11.1668
11.1668
11.2193
10.31s3
.8549
,8549
.1668
.1668
.E97E
.0503
.0503
.3193
.3193
No Slidins
No $lidins
No Sliding
No Slidinq
No $liding
4.5579
k
k
k
k
k
k
k
k
k
k
I(
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
93g3
g3
93
93
1
1
1
1
7
7
7
0
0
1
0,0
2,450
-2.450
0.0
0^0
0.0
0.0
0.0
0.0
0-0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1
1
1
1
1
1
1
1
1
1
1,166E
1.1668
1.1668
7.8978
7.0503
7.0503
1 1.8549
11.E549
4.5579
No Slidins
No Sliding
6.4616
6.4516
6.O772
6.0772
No Sliding
2.8777
2.8777
No Sliding
No Slidins
No Slidins
No Stidinq
No Sliding
No Slidins
No Slidins
No $lidinq
No Slidino
No Sllding
Ns Slldins
No $lidins
No Slidins
No Slidins
No Slidinq
lNSl
6I/IT fsvd NIU33NI5N3 U3NAVdS T5EE659TE5 TA:DT EBBTIET/LA
41105 VINTAGE CIRCLE.TEMECULA,CA.
92591
951€7625es
Fru( 951-69+35s1
D;;#, G ilG
Project Descl;
Project Notes:
JUlr ,' v / , ' 7 v
12-rt*+a\
-QJ_oS[-_L_r"rc__6_._
General Footin g Design
ftinlsd' 1? JUI 200S, 2:l5FM'i{io;GiEii#ien66niGidrnesrareyn#+u,rv fricums;EtrrWir'EiiifEtrffinilfi;* +ru,+,f+ii;t''
ENEECALC, lilC. 19B'C009, Von g.o,1g, N:(E-IOB
Desdription : DUNE PALMS :CARPORT ;CANT,L. COLPAD FTG.
_-_sligtng Stability
Force Appllcafion Axis
.. uof!-99!!nauon...
az, *t.inooo.zoE;rJ .-
Z,Z, +D+Q. 750Lrr0. 750L+0. 750V\
Z-2, +D+0. 750L+0. 7505+0. 750W
Rosisting Force Sliding
._IggI!9. flgxure
Footing Flerurc
Load Gombination...
Which lension @ Eot
Side ? or ToF? As Gvrn. As ActualAs )hi*Mr StatusMu
X-X. +1.40D 0.51664 k-ft
stid leree_ .
0.0 k
0.0 k
0.0 k
1 1.166E k
1 1.2193 k
10.3193 k
No Slidinq
No Slidins
No Slidins
$talUg.. _ --
OK
OK
OK
X.X, +1.400 0.81664
X-X, +1,200+0.50Lr+1 .60L+1 ffitF076
X-X, +1.200+0.50Lr+1 .60L+l ffgg076
X-X, +1.20D+1,601p+0.501 0.91619
x-x, +1.200+t.60Lr+0.50L 0.91619
X-X, +1.20D+o.5oL+0.20S+E Z.zw1
X-X, + I .20D+0.50L+0.20$+E 0.44289
+ 1 .200+0.501+0.20S.1 .08 .2295
+ 1 .200+0, 501+0.20$1 .0E14283+0.90D+E+1.60H 2.4647
0.3888 inZ/ft Uinimum Spec'c
0,3888 in?ltl \rlinimum Spec'c
0.3888 in?ff llinimum $peCc
0.3888 in1ltl Vlinimum $pec's
0.3888 inZ/ft Vinimum Spec'c
0.3888 in?ft Minimum $pec'c
0.3888 inZtfit Uinimurn Spec'c
0.3888 in2rt Minirnum Spec'c
0.3888 in?ft Minimum Spedc
0.3888 in2/ft Vlinimum Spec'c
0.3888 in2/fl Minimum Spec'c
0,3888 inZltl Uinimum SoeCc
0.3888 inZ/ft Minirnum $pec'c
0.3888 in?lft Vlinimum Spec'c
0.3888 inZlfl. Vlinirnum Spec'c
0,3888 in2/ft Vlinimum Spec'c
O,3888 ln2lft Vlinimum $p6c'c
0.3888 ln1lft Vlinimum Spsc'c
O.SEEE in?lft Minimum Spec'c
0.3888 inLltt Vinimum Spec'c
0.3888 in2lft Vinirnurn Spec'c
0.3888 inZft Vlnimurrr SpeCc
0.3888 in?lft Vinimum Spedc
0.3888 inZlft Vlinimum $pec'c
0.388E in2#t Uinimum Spec'c
0.3EEE in?fft Vlinimum Spec'c
0-3888 inZlfi Vlinimum $pec'c
0.3888 in1lft Uinimum Spec'c
+0.90D+E+1.60H
+0.90D-1.0E+1.60H
+0.90D-1.0E+1 .60H
0.33212 k-ft
1.01 1 1 k-ft
0.39212 k-ft
+fl Esttom-Z Bottom+Z Bottom-Z Bottom+/ Bottom-Z Bottom+Z Bottonr-Z Bottorn+l Top-Z Bottom+Z Bottom-Z Bottom+Z Top-Z Bsttom-X Eottom+X Bottom-X Bottom+X Bottom-X Bottom+X Botom-X Top+X Bottom-X Bottorrt+X Eottom-X Top+X Boftom-X Bottom+f, Bottom
0,4062 in?lft
0.4062 )nZft
0,4062 in2/ft
0.4062 in?lft
0.4062 inZlft
0.406? in?ttl
0,4062 inffi
0.4062 inZft
0.4062 inZlft
0.4062 inZlfl
0.4062 inffi
0-4062 in2.ltl
0.4062 in2/ft
0.4062 in2lft
0.40ts2 inffi
0,4082 inZ/ft
0,4062 in2/ft
0,4062 in?ltt
0.4062 inZtft
0.4062 inZlft
0.40S2 irr2ft
0.406? in?/ft
0.4062 in2/ft
0.4062 inffft
0.4062 tn?ltl
0.4082 inZlft
0,4062 in2/ft
0,4062 inZft
27 .4154 k-fi
27,4154 k-fr
27.4154 k-fl
27,41S+ k-fl
27.415/. k-fi
?7.4154 k-ft
27,4154 k-fr
27.4154 k.ft
29.2431 k ft
27.4154 k-{l
27.4154 k-ft
27.4154 k-ft
29.2431 k-fi
27,4154 k.fr
k-ft
k-ft
k-ft
k-fr
k-ft
k-ft
k-ft
k-ft
r-ft
k-ft
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
x-x,
x-x,
x.x,
x-x,
x-x,
x-x,
Z-2, +1 .40D 0.O1OO4 k-ft
z-2, +1.40D 0.51664 k-ft
Z-2, +1.20D+0.50k+1,601+1 .6Eg0Z6 k-ft
z-2, +1.20D+o.solr+1 .60L+1 .CIffi076 k-ft
z-2, +1.20D+1.601r+0.50t 0.91619 k-ft
Z-2, +1.?00+1.601r+0.50L 0.91619 k-ft
z-2. t1.20D+o.s0L+0.20S+E 1.22E5 k-ft,
Z-2, +1 r00+0,50L+0.20$+E 0.44283 k-ft
Z-2, +1.200+0.50L+0.20S-1 .0P.2901 k-ft
bZ, +1.20D+0.501+0.20S-l .0E44283 k-ft
Z-2, +0.90D+E+1.00H 1,01 1 1 k-ft
Z-2. +0.90D+f+1.$Q11 0,33212 k-ft
Z.Z, +0.9081.0E+1.60H 2.#47 R-It
Z-2, +0,90D-1.0E+1.60H 0.33212 k-ft
One YUay Shear
Load Combination...
+1.40D
+1 .20D+0.50Lr+ 1 .60L+1 .60H
+1 .200+1 ,60Lr+0.50L
+1.20D+0,50L+0,20S+E
+1,20D+0.501+0.20S-1 .0E
+0.90D+E+1.60H
r0.90D-1.0E+1.60H
Punching $hear
27,41il k.ft
27.4154 k-ft
27.4154 k-fr
27.4154 k-fr
27,41il R-tt
27.4154 k-ft
29.2431 k-ft
27,4154 k-ft
27.4154 k-ft
27.4154 k-ft
29.2431 k-ft
27,41il R-It
27.4154 k-tt
27.4154 R-ft
Yu @-:{".".--Ytt-@-1,XVU { Y"r_9.:.1 _
Vu:Max Phi Vn Phi"Vn / Vu Status
1,1144psi 1.1144psi 1,1144psi 1.1144 psi 1,1144psi 93,1128 psi 0.011969psi
1.2743 psi
1 .9783 psi
0.95502 Psi
0.95502 psi
0.71636 psi
0.71686 psi
1.2743 psi
t.9763 psi
0.95502 psi
0,95502 psi
0.71636 psi
0.71836 psi
1,2743 psi
1.9763 psi
0.95523 psi
0.95523 osi
0.71642 psi
0.71642 psi
1.2743 psi
1.9763 psi
0.95523 psi
0.95523 psi
0.71642 psi
0,71642 psi
1.2743
1.0763
0.95s2s
0,95523
o.71il2
o,71ffi2
psa 93.psi 93.
p$a 93.psi 93,psi 93.psi 93.
1128 psi 0.0136880si
0.021225psi
0.010259ps|
0.010259psi
.0076940psi
.0076940psi
11
11
11
11
11
OK
OK
OK
OK
OK
OK
OK
2E psi
28 psi
28 psi
2E psi
2E psi
Load Combination...Vu
2.9251 psi
3.3448 psi
5.1874 psi
2.5907 psi
2.5907 psi
?.42a1 Psi
2.4241 psi
Phi*Vn
186.226psi
186,226psi
186,226psi
186,226psi
186.226psi
186.2260si
18ts.226psi
Phi*Vn / Vu Status
+1.40D
+ 1,20D+0. 50Lr+1 .g0L+1 .6oH
+1 .200+1 ,60Lr+0.50L
+1 ,20D+0.50L+0.20S+E
+1 .20D+0.50L+0.20S.1 .0E
r0.90D+E+1.60H
+.0.000-1.0E+1 .60H
0.015707 psi
0.017961 psi
0.027855 psi
0.013812 psi
0.013912 psi
0.0'13017 psi
0.013017 psi
OK
OK
Ox
OK
OK
OK
OK
6T/ZI fSVd NIUS]NISNS USNAVdS I5EE569TE6 EB :F T BBAI IET I LA