HomeMy WebLinkAbout2470 FARADAY AVE | 6200 EL CAMINO REAL; ; CB091914; PermitCity of Carlsbad .,
01-12-2010
1635 Faraday Av Carlsbad, CA 92008
Commercial/Industrial Permit Permit No: ·CB091914
Building Inspection Request Line (760) 602-2725
Job Address:
Permit Type:
Parcel No:
2470 FARADAY AV CBAD
Tl Sub Type:
Lot#:
INDUST
0 Status:
Valuation:
2090402800
$25,000.00 Construction Type: 5A Applied:
ISSUED
11/17/2009
MOP
01/12/2010
01/12/2010
Occupancy Group: Reference #: Entered By:
Project Title: BECKMAN COULTER Plan Approved:
520 SF METAL CANOPY OVER EQUIPMENT Issued:
Applicant:
COAST CONSTRUCTION
6945 SANDPIPER PLACE
CARLSBAD CA 92008
760 644-6759
Building Permit
Add'I Building Permit Fee
Plan Check
Add'I Plan Check Fee
Plan Check Discount
Strong Motion Fee
Park Fee
LFM Fee
Bridge Fee
BTD #2 Fee
BTD #3 Fee
Renewal Fee
Add'! Renewal Fee
Other Building Fee
Pot. Water Con. Fee
Meter Size
Add'! Pot. Water Con. Fee
Reel. Water Con. Fee
Green Bldg Stands (SB1473) Fee
$254.31
$0.00
$165.30
$0.00
$0.00
$5.25
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$1.00
Inspect Area:
Plan Check#:
Owner:
HAGAMAN FAMILY SURVIVORS 1990 TRUST 11-07-90
5320 SUNNY CREEK RD
CARLSBAD CA 92010
Meter Size
Add'! Reel. Water Con. Fee $0.00
Meter Fee $0.00
SDCWA Fee $0.00
CFO Payoff Fee $0.00
PFF (3105540) $0.00
PFF (4305540) $0.00
License Tax (3104193) $0.00
License Tax (4304193) $0.00
Traffic Impact Fee (3105541) $0.00
Traffic Impact Fee (4305541) $0.00
PLUMBING TOTAL $0.00
ELECTRICAL TOTAL $0.00
MECHANICAL TOTAL B~ILDING PLA~o
Master Drainage Fee grnonJLc:s $0.00
Sewer Fee -~~ -Torcn.u.L:i $0.00
Redev Parking Fee ATTACHED $0.00
Additional Fees -;;;-.,,. "-$0.00
HMP Fee ...;>Ctt,nl\~ ??
TOTAL PERMIT FEES $425.86
Total Fees: $425.86 Total Payments To Date: $425.86 Balance Due: $0.00
Inspector: ~ FINAL APPROVAL
Date: ~ /; /; t> ) ; Clearance: _____ _
NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively
referred to as "fees/exactions." You have 90 days from the dale this permit was issued to protest imposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any
fees/exactions of which vou have oreviouslv been niven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exnired.
& ~ CITY OF
CARLSBAD
A~.
Building Permit Application
1635 Faraday Ave., Carlsbad, CA 92008
760-602-2717 / 2718/ 2719
PHASE#
Fax: 760-602-8558
www.carlsbadca.gov
SUITE#/SPACE#/UNIT#
# OF UNITS # BEDROOMS #BATHROOMS
Plan Check No. ~ l~ L
Est. Value 7
Plan Ck. Deposit
Date 'l
APN
,;7~9 -CJo/1 -p~
CONSTR. TYPE ace.GROUP
~ G,v-./fc.r
EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS(SF) FIREPLACE
YESD #_ N0-0
AIR CONDITIONING
YES D NOD
FIRE SPRINKLERS
YES D NOD
CONTACT NAME (If Different Fom Applicant) APPLICANT NAME
ADDRESS ADDRESS
CITY STATE ZIP CITY STATE ZIP
PHONE FAX PHONE FAX
EMAIL EMAIL
{.
ZIP CITY ZIP
w.\'SbA..d 7'2bD4
PHONE
7vO G:>'1c.f ~ lt.?'5,
STATE UC.# STATE LIC.# CllY BUS. LIC.#
;,,e.-1;.. 7,?, ;;l. / Cl l-I :J.,:) r. &:.,? c;;
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement ttiat he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500)).
\., Workers' Compensation Declaration: / hereby affirm under penalty of pe~ury one of the fa/lowing declarations: , ,
~-0 I have and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this perm it is issued.
0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance1:arrier and policy
number are: Insurance Co .. ____________________ Policy No. ______________ Expirafion Date _________ _
This section need not be completed if the permit is for one hundred dollars ($100) or less. )!J.. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of
California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in
,......_, addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees.
j~,R$ CONTRACTOR SIGNATURE ~ ? ---. OAGENT DATE /~~.II'?) 9
'" ~--' ,:
I hereby affirm that I am exempt from Contractor's Ucense Law for the following reason:
O I, 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 sale (Sec. 7044, Business and Professions Code: The Contracto(s
License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for
sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contracto(s License Law does not apply to an owner of
property who builds or improves thereon, and contracts for such projects with contraclor{s) licensed pursuant to the Contraclo(s License Law).
0 I am exempt under Section ___ ~Business and Professions Code for this reason:
1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes O No
2.1 (have / have not) signed an application for a building permit for the proposed work.
3.1 have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number):
4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work'{include name/ address/ phone/ contractors' license number):
5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone/ type of work):
,R$ PROPERTY OWNER SIGNATURE CJAGENT DATE
,·· \
--~ ..
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration fonn or risk management and prevention program under Sections 25505, 25533 or 25534 of the
Presley-Tanner Hazardous Substance Account Act? Cl Yes Cl No
Is the applicant or future building occupant required to obtain a pennit from the air pollution control district or air quality management district? Cl Yes Cl No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Cl Yes Cl No
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF
EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code).
Lender's Name Lender's Address
I certify that I have read the application and state that the above lnfonnallon Is correct and that the lnfonnation on the plans is accurate. I agree to comptywith all City ordinances and State laws relating to building construction.
I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF{;ARL-SBAD
AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permtt is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories i1 height
EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the buildilg or work authorized by such permit is not commenced llllhin
180 days from the date of such permit or if the buHding or Vlllrk authorized by such permtt is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Unifonn Building Code) •
...@! APPLICANT'S SIGNATURE
City of Carlsbad Bldg Inspection Request
For: 02/25/2010
Permit# CB091914
Title: BECKMAN COULTER
Description: 520 SF METAL CANOPY OVER EQUIPMENT
Type: Tl Sub Type: INDUST
Job Address: 2470 FARADAY AV
Suite: Lot:
Location:
APPLICANT COAST CONSTRUCTION
Owner: BECKMAN COULTER INC
Remarks:
Total Time:
CD Description
0
Act Comments
Inspector Assignment: TP
Phone:259
Inspector: '-
Requested By: STEVE
Entered By: CHRISTINE
19 Final Structural £_ _________ _
Comments/Notices/Holds
Associated PCRs/CVs Original PC#
PCR09085 WITHDRAW BECKMAN: CHANGES TO PADS FOR; HEAT EXCHANGER & WATER TANK
Inspection History
Date Description
01/13/2010 11 Ftg/Foundation/Piers
01/13/2010 12 Steel/Bond Beam
Act lnsp Comments
AP TP Fl CLMN FTGS (4)
AP TP
\
1 k. PRIME JOB:2K9-380
,./;?£ STRUCTURAL DATE: 1-11-10 ~ ENGINEERS sHT:. __
1/,i
=-
115X3'-0" DWLS
WI SIMPSON '5ET-XP'
EPOXY CONFORMING
TO ICC-ESR 1772
DWL5. TO MATCI-I
VERTICAL BARS TYP.
N-l . t) ~·
18"4> CAISSON WI
8-*S(V)
#3 TIES "" 0" O.C.
TYP. U.O.N.
, n
---¢; NEIN COL., BASE fl: 4
CAISSON
NEW 1-155 COL.
PER PLAN
BASE IE ~/4 "X~v2" SQ.
WI 4-%"4> ASTM Fl554-30
BOLTS WI I-IVY I-IEX I-IEAD
3-#3 TIES -a> 2" o.c.
113(1-1) TIES -a> 0" O
TYP. U.O.N.
8-115(V) BARS
WI STD. ~0· I-IK
-a> TOP
TOP OF EXISTING ROCK
TO BE CLEANED 4 FREE
OF LAITT ANCE PRIOR TO
NEW CONCRETE POUR ~J~t=' OF EXISTING ROCK
= lL ~ >-
<t; OF CAISSON 4 1-155 I COL. ABOVE TYP.
--<t; OF CAISSON 4
1-155 COL ABOVE
TYP.
>-u... it i;~
-' 0 "'..J !:!:! u...
PLANNING/ENGINEERING APPROVALS
PERMIT NUMBER CB091914 DATE 11/17/09
ADDRESS 2470 FARADAY AV
RESIDENTIAL ADDITION-
MINOR (<17,000.00)
RETAINING WALL
VILLAGE FAIRE
OTHER EQUIPMENT COVER
PLANNER GINA RUIZ
ENGINEE~
11:\ADMIN\COUNTER/PLANNING/ENGINEEIIING APPROVAl.'l
POOL/SPA
TENANT IMPROVEMENT
COMPLETE OFFICE BUILDING
DATE 11/25/09
DATE t{cy~r O°J
•., I
• C~rlsbad Fire Department
Plan.Review Requirements Category: TI , INDUST
Date of Report: 01-06-2010 Reviewed by:
Name:
Address:
COAST CONSTRUCTION
.6945 SANDPIPER PLACE
CARLSBAD CA BLDG. D.E.PT COPY
92008
Permit#: CB091914
Job Name: BECKMAN COULTER
Job Address: 2470 FARADAY Av· CBAD
IN e e. t t ·s time, this office cannot
adequately conduct a review to de 1ance with the applicable codes an or <lards. Please review
carefully all commen ac ed. Please resubmit the necessary plans and/or specifications, with changes "clouded",
to this office for review and approval.
Conditions:
Cond: CON0003789
[NOT MET]
1. Provide Califimia State Fire Marshal Listing for material used as cover.
2. Submit in letter form and on plan statement as to whether or this is temporary or not. Include
in this letter a statement as to what it will be used to cover. In addition, state that if use or
materials that are being covered changes, the Carlsbad Fire Department, Fire Prevention Division
will be notified.
Entry: 12/17/2009 By: cwong Action: CO
Cond: CON0003 819
[MET]
** APPROVED:
THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A
BUILDING PERMIT.
THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT
NOTATIONS,
CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND
REGULATIONS.
THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW.
' .. Entr)~ 01/06/2010 By: cwong Action: AP
Carlsbad Fire Department
Plan Review Requirements Category: TI , INDUST
Date ofReport: 12-17-2009
Name:
Address:
COAST CONSTRUCTION
6945 SANDPIPER PLACE
CARLSBAD CA
92008
Permit#: CB091914
Job Name:
Job Address:
BECKMAN COULTER
2470 FARADAY AV CBAD
Reviewed by: eA, 4
INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot
adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review
carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded",
to this office for review and approval.
Conditions:
Cond: CON0003789
[NOT MET]
1. Provide Cali:&rnia State Fire Marshal Listing for material used as cover.
2. Submit in letter form and on plan statement as to whether or this is temporary or not. fuclude
in this letter a statement as to what it will be used to cover. fu addition, state that if use or
materials that are being covered changes, the Carlsbad Fire Department, Fire Prevention Division
~notified.
$V' J)J&ntry: 12/17/2009 By: cwong Action: CO
,, ,.
PRIME STRUCTURAL ENGINEl;RS.
11858 Bern~rdo Plaza Court, Suite 105C
San Die_go, California 92128
Tel (858) 487-0311
STRUCTURAL
CALC·ULATl'ONS
Beckman Coulter
Carlsoad, CA
Structural Calculations for
Skid Cover
2K9-380
Sheets 1 thru 20
,.,,,--...,,
A PRIME Joo: w-¼o
STRUCTUR~l oar1:t-: 1 I /c/71
ENGINEERS sht: --;'--
SEISMIC DESIGN CRITERIA
CBC2007
Occupancy·=
lml:)0rtance Factor, I=
Structure Type =
Cr=
x=
~I
1.00
SMRF
0.028
0.800
G -Cantilevered Column · stems Detailed. to Conform To the Re uiremenfs For:
2 -Intermegiate $1:1:el moment frames
Respon$eMo,d. Factor, R =
System Overstrength Paotor, .00 =
Deflection Amplification Factor, Cd-=
Site Cli;i.ss =
Spectral Response, 88 =
Spl;lctral Response, S1 =
Site Coefficient, Fa=
Site Coefficient, Fv =
Soil Modified, SMs = F aSs =
S9i1.M0.C:lffied, SM1 = FvS1 =
1'.50
1.25
1.50
B
1.126 g
0.427 g,
1.000
1.000
1.126
0.427
Design .sp·ectraf Response Accel~ration P.arame.ters (at 5% Damping):
At Short Periocts, 80s = %S~s = 0.751
At 1-sEicond Period, $.01 = ½·Srn1 = 0.285
T0 = 0.2SoiSos =
Ts= So/Sos=
TL=·
I=µ= 0.40S051 W ~ 0.1W =
Seismjc Design Category =
structural Limitations"* =
0.076 se~
0.379 sec
8.000,sec
0.300 *W
D
35 ft
PROJECT#:
2K9-380
T.1604.5
ASCE? T.11.5-1
ASCE7 T.12.8-2
ASCE7 T.12.2-1
ASCE7 T.12.2-1
ASCE7 T.12.2-1
T.1613.5.2
Eq.16-37
Eq.16-38
Eq.16-39
Eq.16-40
ASCE7 11.4.5
ASCE7 11.4.5
ASCE7 Fig. 22'-15
ASCE? 12.11.1
T. 1613.5.6
ASCE7 T.12.2-1
* See·S-ecti0ns 12.2.5.6 and 12.2.5.7 for limitations for steel OMFs and IMFs in ·structures assigne'd to
Seismic Design Categorie$ D or E
·----· --~-i
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J:.;l.d) ....
• -~ff1 jY.f H1rJlr.
. ·. l :: {1._"-o"
.. i~-~.J!,.0~1'.r:b (~.fi~)(r.~)(~.'l~).(irj(t.o) " I>~ >6 ,6f .
-· ~'~ .. -....... , ______ ..,. --+· •. ·--·-...... ---:--------~---...
PR·IMEJob: Jf'1-;'!l9
STRUCTURAL Date:.Ji&.l.
ENGINEERS sht: -~=-
-· --.,.·-··--·, ----· ··---·----··· ----·------~--
; .. ---·· •• >
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STRU:CTURAL qate:.~.11lv.'J..,..
.ENG(NEERS sht: 2..-
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PRII\/iEJob: ~
STRUCTURAL oate:Jilil_
ENGINEERS Sht: ~L
, ~ Jh12v0s0b3T
BEAM #l
PRIME JOB:tH~n°
STRUCTURAL DATE: l1 Joq I . ENGINEERS sHT: e
09
(SU (slp1,2vlsQb4148!J:'BEAM ANAL:YSIS PRO.GRAM (slp9v1s0b4148T (6 .43) (8U (s0p10
SPAN LENGTH= 18.25 ft
( Simple Span)
UNIFORM LOAPS
wd wl
(k/ft & ft)
XJ.
0.034 0.135 0.00 18.25
~ACTIONS (k}
LOAD
Dead
Live
Total
µEFT
0.310
1 . .232
1.542
0,310
1.232
1.5·42
V ma~ = 1.54· k @ 0.00 ft
M l'!),ax = 7.04 kft@ 9.13 ft
DEF1'ECTIONS
LO:AD
Total
Live
Dead
'l'Q'l'AL D~fl
L / 180
L / 240
L / 3·60
LIV~ Def,1
L / 24-0
L I 3:60
L I 480
(EI = kin"'2)
Defl (in)
421-814/EI
336952/EI
84862/EI
EI
3'4'6696
462262
693393
EI
3-692'62
55$~93
7'38024
X (ft:)
9.13
9.12
midspa,n
':!. 'f (,_¥,, 6
w
v\ " s-p.(Y ( c1r') ~ v,0 1'( /JI
1/-)1.,} '2,0p1t ( {.7s-') " O. f~> [t,}.f_
___ -.:-
11,q,-il\'{ < 11,tf~,~'(
'V},;,00
( C t ;i, ;,<. / fl/q, X I If fr A-)
2K9-380
BEAM #1
C12X1-5/8X14GA
Member: C12~158,-1A Manufaeturer: Generic Yie.ld = 50.0 KSI Configuratlon: Single
Dimensions Gross Prof:)erties
Depth = 12.0000 in Ar-ea = 1.12 in2
Flange, = 1.6250 in Ix = 19.45 in4
Lip = 0.5000 in ly = 0.25 in4
Bend = 0,1'065 in Rx = 4.17 in
t = 0.0710 ih Ry = 0.48 in
Punch = 1.5000 in Cw = 7.64 in6
Wlip = 0.3225 in Jx10E3 = 1..88 in4
Wflg = 1.2700 in Xo = -0.73 in
Wweb = 11.6450 in Ro = 4.26 in
Beta = o.~7
Va = 2.57 KIPS
BENDING ANAL YStS
Eq. G3, 1.2'-'9 Sigt = (GJ + Pi"2ECw/LtA2)/AR0"1' = 761.67 KSf
E:q. C3.1.2-8 Sigy = Pit.2E/(Ly/Ry)"2 = 461.14 KS!
Eq .. C3.1.2-5 Me = RoA(Sigt*Sjgy)",5 = 2821.413 K-in
Eq. C3.1.2-S My = Sf"'.Fy = 162.07 K-in
Me> 0.5My Therefore, Mc= My(1 -My/4Me) = 159.741 K-in
Find effective sectton at stress f, f = Mc/Sf = 49.28 K;SI
loads and Bracing
Axial:
p = 0.00
Kxlx = 219.00
Kyly = 12.00
Ktlt = 12.00
Bending:
Mx = 84.48
Klx = 12.00
KLy = 12.00
KU = 12.00
eFlange = 1.270 in; elip = 0.$2;2 in; eWeb = 9.045 in; Sc = 2.910 in"3
Eq. C3.1.2-1 Mn = ScMc/Sf = 143,43 K-in
KIPS
in
in
in
K-in
in
in
in
Eq. C3.1-1 Ma = Mni1.67 = 86'188 K-in With 1/3 stress increase Ma = 114.51 K-in
~ \';L.
1,l~ f'Y''
11/09/0'9
-,-:,-.----!"""
I' {8U {slp:l,2v1s0b41481BE,A¥ ANALY:SIS PROGlRAM (slp9vls0b4148T
PRIME JOB: '2-P1"7>~
STRUCTURAL DATE:.JL/:g.L
ENGINEERS SHT: 7
(6. 43) (8U {s0pl0
. "..,n12v0s0b3T
SPAN LENGTH= 19.75 ft
( Simple Span)
POINT LOADS
Pd
(k & ft)
:)?1 X f1 0.3.:10
f\., 0 .• 2.91
1 .. 23.2
1,16'4
7 •. QQ
13.38
RE~CTIONS .(k)
LOAD
De,;1.d
Live
Total
~I~ F_Q'.RC_ES
LEFT
0 .294
1.171
1.4-65
Vfuax = 1.53 k @
M max = 10,26 kft ~
DEFLECT.IONS (EI = kin"2)
LOAP Defl. (in)
Total 71S-022/EI
Live 571625/EI
Dead 1433.97 fEI
RIGHT
0.30.7
1.225
1.532
19. 75 ft
7.00 ft
X (ft)
9.?8
9.88
midspan.
f, f,,,,..
-;,,/ ~ k,11> J
~ f?r ~ l'}.75'' }
(
Fi.:1> ~ > f< F ( 6, H '}( /'t, 'Vi 1/1,) "" P/P!I Jt--
(i .. 1,;u('~y:.(6.H'X_ls,-io/1,,):: f,!6t/Jt-
_T~_T_~.;--L...,.l __ ~-... ~:--:1;1 ___ 5_4_~-!--5--5 -1> .f ~ ~-: f '(j, 73 ; / < g f{, b i,. 'I
:r. / 240 724073 ~ i-1q,,:,(7 (wfU:.ttf se-er kt, .. e-) u I 3o.O 108~110
LI.VE Defl
L / 2-4.0
L / 360
L / 48'0
578861
868-292
.1157722 L f,\.,,,_ < IO' 'I,(. kif] <. C"Zo-, , 'ft' 1 t,:.,ff J
( S![e /ri'H, )
\JtSt W l 't-X I'/ ---===
BM ·#4 09
,,--.._, (BU (s1p12v1s0b4148TBEAM ANALYSIS PROGRAM (s-1p9vls0b4148T
PRIME JOB:~
STRUCTURAL .DATE:~
ENGINEERS srrr: is
(6.43) {SU (sdplO
. 1,,,,-n12v0s:0b..3.T
,.,,--.,.,
SPAN L~NGTH = 19.75 ft
LEFT CANT= 6.50 ft
RIGHT CANT = 0,00-ft
POINT LOADS (k & ft)
~ Pd Pl X ,--=;:;:~0~ .. ~0~91.---.,.0-.~38~2::----_-6~.~5=0-
f'-.... -0.098 0,394 7 .00
f,--0-310 1,232 7 .00
f'l--0 .291 1.164 13. 38
REACTIONS (k)
LOAD LEFT RI(:l.HT
Dead 0.478 0.312
Max Live 1.933 1.365
Total 2.411 1.676
Min : Live o.oo·o ·-0 .12:6
Total 0.47·8 0.186
V-max = 1.94 k @ 0.00+ft
M max = 12.10 kft@ 7.00 ft
M min = ... 3,07 kft@ 0 .• 00 ft
M = 0 kft@ 5.99 ft
DEFLECTIONS
LOAD
Total
Li:'ve·
·oead
'I'O'l'AL Defl
(EI = k;in"2)
;oef;I. (;i.n)
810948/E'I
-808293/EI
668461/EI
-692811/EI
142538/E:t
-1.15482/EI
Main $pan
E·I
~ (f't)
9.80
L.C.
9.76
L.C.
midspan
L.C,
Cant.
EI
pl
J
J
P'l,1f1 f.,
J J
b,J'
;i}
.[1-?5'(
fer
~ . -t
[
f1i:, -; s~r (-p.:c' )(Jt'l/f'ki -= 0, 0"rl ~
f1,., ~ ic,1f (,,u,)(nzs,Y.i-) ~ v ,iii-li.-
[
p'/,\,,:: S~r ( ;,;~')(11.u:'/-;,,) :; Oro'7'l, I:
f~i,='"/Pf1t (v;,')(11:u:1/v) ,; o,n1~
)'-'!' t1t4 J:j' ~
L<>M>liJ(,, ·
L / 180
L / 2-40
L / 3'60
61.59:J,O
821213
1231820
~3264-6 ----7
124~528
1865292
,C '6'6, h i,,.'I
(t->r:z..yltf rff6' kl.u)
LIV;B D~fl
L. ( 2:.40
L / 360
L / 480
EI
676923
i-015384
1353845
EI
106·5863
159879.4
2131726
Sef /r1$.C
[M".;, 'l-,~11 H+] < [ti. dH~-# j
~tv\r,·qi,1" 01178 l,~f}]<-[ MJ;:h "/0.1:1 !<-rt]
t s~ c.,;..Afl
c,,,:.rf,.,.r
DOUBLY AND SINGLY SYMMETRIC-MEMBERS SUBJECT TO FLEXURE AND AXIAL FORCE
r"-(ASD DESIGN PERANSI/AISC 360-05)
DESCRIPTION: 2Kfl-380
BM #4 -NEGATIVE BENDING
DESJGN PROPERTIES:
Shape= W12X14
F = y 50 ksJ
l;:= 290.00 k.si
A= 4.16 in2
d= 11.90 in
Lx.= w;·2s ft
Ly: 7.00 ft
Lb= 1'3.7'.5ff
C = 1'.0Q
c0 =. 1.QO
r1s = 0.9·6.
kc=· 0.54
FLANGE CHECK:
br/2tr = ·8.82
Apr= 9.15
Art= 24.08
COMPACT FLANGE
APPLIED LOADS:
Loads applied shall be Iii ASD
Axial, Pr= 0.0 k
B:ending, Mx = 3.1 k-ft = 37 k-in
Bending, My= 0.0 k,ft = 0 k-in
CAPACITY:
P0 = Pn/.Qc= 50.1 k
ho= n.70in
br = 3.97 in
tw= 0.20 in
tr= 0.23 ih
kx,= ·t.60
k = .y 1.0Q
(KUr)x= 47.40
(KUr)y= 111.55
Stress Increase = 1.00
CROSS SECTION CHECK:
Lb= 165.0 in = 1'3'75 ft
Lp= 31.9 in= 2.66·ft
Lr= 92.8 in = 7.7:3 ft
SLENDER SECTION
Add'I Loads:
P1 =
(+ in 3~1 Direction) P2=
.(+ in 4-2 Dire\)tion) P3=
P4=
Mc,,= Mnx /Qb = 10.0 k-ft = 120 k-in
(Interpolate AISC Table 4-1)
(See AISO Tabla 3-2)
(See.AISC Taple 3-4) Mey::, Mny lQb = 4.1 k.-ft = 5:7 k-in
INTERACTION,
Pr/2PC + [Mr/MCJ = 0.31 < 1 W12X14 ... OK!
J= 0.0704
Cw= 8Q.4
Qc= 1.67
Db= 1.67
Ix= 88.60 id1
Zx= 17.40 in3
' Sx= 14.90 in3
rx= 4.62
1-y-2.36 in4
Zy= 1.90 in3
Sy= 1.19 in3
ry= 0,75
:jt:~~Ui
P. 8 • ~1 • P-e i1 ! ~~ 21 :z
,:1\T·}J:~~?t;~
DL LL ~
o.oo k 0.00 k 0.00 in
0.00 k 0.00 k 0.00 in
0.00 k 0.00 k 0.00 in
0.00 k 0.00 k 0.00 in
PRIME JOB:~
STRUCTURAL DATE:~
ENGINEERS SHT: !o 09 . .
,.,,--.-,.. (BU (slp:l.2vls0b4148TBEAM ANALYSIS PROGRAM (s1p9v1s0b4148'l' ( 6. 43) (SU (sOplO
• ,. .112v0s0h3T
,...--..,
SEAN LENGTH= 30.00 ft
(Simple Span)
UNIFORM LOADS
wd wl
ir'1 -0.034 0.135
w-i:--·o. 023 o. (J90
(k/ft & ft)
xi
0.00
11.. 7,5
PO'INT LOAPS (k & ft)
1'4 ~l
?-Q.4'78, 1.933
:REACTIONS {k)
L9AP,
Dead
Live
Total
l'JfAXI~ FQRCES.
11,75
L,EFT
0.740
2.951
3.6·91
X2
11. 75
30.00
RIGHT
0 •. 558
2.211
2.768
v max· = 3.69 k @ o~oo ft
M Il)i:lX = 31,70 g.ft@ 11,75 ft
DE·FI,EC'l'IONS
LOAD
Total.
Live
Dead
T.OTAL De£1.
L / 180
L / 2.4:Q
L / 360
LIVE De:.El
L / 2:4.0
L / ~60
L / 48.0
{EI = kin"2)
Defl (in) X {ft-)
4595'777 /EI 14.42.
3674392/EI 14,41
919697/EI midspan
22:97889 -+
30E;3·851
4595777
EI
244~595
3674392
4,89919'0
L II.Ti'
[
t,,,,11.l> .,, Spsf (t,.s--1 ~ g, o-Y{ klF
\~11, ~ 2ArF ({,.,s:') == t,-11,s:-UP.
[
t,.I?.} .., s~r ( qs') « 0. oi-:s w.
Nu-" ?P r:,f ( '1 .s') :: 0. 1>Cf o /t.J.f.
s€lf tzr4 Jt/
f4/rdfl,, t1.
,;;;::;:: : : 4\,iLS -
l
·"~nl2v0s0b3T
BEAM -#G 09
p RIME JOB: W4 ~no
STRUCTURAL DATE: l\ {&CJ
ENGINEER$ SHT: ll
(BU. (slpl2vls·0b4148TBEAM 1\NALYS-IS PRQG~ (s·lp9vls0b4-14·8T (.6.43) (BU (s0pl0
SJ?l\N LENGTH.= 13.50 ft
(Simpl.e .Span)
POINT LOWS
Pd
(Jc & ft)
J?l X
0.740 2.951 6,50
REACTIONS (k)
LOAD
Dead
Live
'l'o-tal
LE.FT,
0-.384
1.5.30
1.914
RIGHT
0.356
1.421
1.777
V max = 1.91 k @ 0~00 ft
M m~:i,_c = ;12.4·4 kf.t @· 6.50 ft
DEFLECTIONS
LOAD
Total
Live
Dead
TOTAL Defl
L / 1,80
L / 2.40
L / 360
L / 2'40
L / 360
L / 4·90
{E-I = kin"2)
Defl ·(in)
32'6329/EI
260904./E.I
65411/EI
EI
X (ft)
6.67
6.67
midspan
362588 ~
4$"3>11'51
725176
EI
3-86S-25
579788
773050
f
&n' J .f (>,S'"' :~~
[" , ~,7¥• /c ] sa eJli f~
FL~ 2. ")rl ~ A;~of.l,
. ,., '~ ~ .... ,. -. ~ . -
r-,· c-J
.. •; --~l .. --l -.• ••.. i !)1< u.., j ...
, JO.J(_~~ -·.. .Q~f5l ... ~ -· . ., -JI-'\ .Jr 1:-:
... ff_JiA:~~;
-· --.: •••• 1 ----' ..... ..,. __ •• -·' ••
_ :q,~~~.'ilr-··~--1,£~.lf._, __ (~~t:-·-:·--·
' :_ .Q! .. ~!JJ;I::: ... ·-~ Z-f.9.8.f? 1~ ... ,, . ' --. ,, -·--.
i ' --·-·-----r---· .. __ _ __ ·-.. .. .. . -~~ ~ ?. '. ~-z-f.l<.:.
----.J----. -;'--:-----:,.,,.-: --· ... ,, '·-f··~. -~···-I ·----
C~o/ : , ,---,-------. --·· ' --. __ .. . .. .,' .... ,----···· ----··· ---···· ....... ., . ., ' ... " .,
I • ; j
'.!>Ii--i ,W, ~--·---~ ·--·-___ l __ .. __ -------·.-----~ ,,.., __ ~~ ·--, -~--•;.,.--, ..,,,.._ ___ ; _ ___,,, •• -----·--,-·
--·-·---~-; __ J_~_!JL ____ , -~:}l~i ___ .. -J, ~Gf~ ..... : .....
{ j , \ ! i. · . e, · j I '. 1 Or ,$1 o{G.. 1 , 1. 'v.3'2--r .. · ......... }1 ___ _. ...... ··•· ... _. , ... · .... ,. ...... . . '" ' ...
_ --·-0,b~~ ... 1--t; s '°li]J .. _. ·. --,. -., ---
I 1
~-··--~-~--· , .. ,.,_ ___ :--.. : .. --. _ .. _. .. Jfbrip-:_ ~; ! ~.J//CIJ/t:, _ .
.-~ ----.--~ ----------.•. --· --·-: ------~-.-----·--I , ! •
, . ' . ··--,--,.i ----, , ... _... .. .... ' ..,_., •• ,,. .... --·---~-,---.... -~-·-·----~~--~--· -~.
, I '. f.>i,} t . t,(,.., · . . ,
--·-----------·--·-. ----, ... -......... ·----,---------· ·-i------r-----·-:-----.. --.----,-
. -Bf.l ~ { l v-, '$lo k,. , '.l /'t.-:>1,,-(i. ' : .......... '. ...... ---------....... ··----·-1· .--.... --,-----:----, "1--··-·· ... ·,· ...... ---.. -..
-,----.. _ ...... &M *~ _ . _. ;_{};~07(.... ..... :l·~~J;. ...... ___ .. __ .... 1
-.. r
/ -.., t 1 t 1
! I .... ---(. .. ·'·
--· 1---·
:-I
l c,!J/7~ .. I . -;--'h.r~]ft::_ i ,
/ I ; ! : .1'bt'kk,: • ::;_ .. -;'. .?'/7'1 fe. .
r-·-,
I
·,
i
'
--1_ ---r· .. -· --: .
i . ~ ...... "j"
I.
I
-.,-~ --;-
,·. !
·,
• I
'
P. n.rM,i::Job· .w-1:~o, I'""\, I . r....,_ ~ ~ ,
STRUCTURAL Date:_'1°1.
ENGINEERS sht ,..J:!'_~
SEISMIC BASE SHEAR
·,,--,.,_· Per ASCE 7-05
Site Glass = s
Sos= 0.751
S01 = 0.285,
Struct. Type = SMRF
Ci= 0..028
X = 0.800
hn = 15.00 ft
Fi,mdamental P~riod, Ta (Per ASCE 7-05 §12.8.2.1):
Ta= Ct· h/= 0.244 sec
Seismic; R_~$p~m~~ Goeffici~r,t (P~r ·ASCE 7-05 § 12.a.1.1 ):
0cc. Categ. = 1
R = 1.50
I= 1.00
Cs = S0s/ [ R / I ] = d.501 +-GOVERNS
Cs;m,:,x =
Cs.min=
S0-1 l [ T·R / I j = 0.778
0.044·Sos · I = 0,033.
V=·0.501 W
PRIME Job, ,wq;".71'0
STRUCTURAL Date: al-oi\
ENGINEERS snt: 1 1:?,
-·-~·-"· _;_ ____ L\~---····:-···· .... }· .. ----;· ··--!··"· .. ~_ ........... ---···--
j •. ·:
/\
.. ~{;Vv1Nf o~ l.-~, ~prJ . fi>tt .J+.,'4~,J1'7ti-(,,cl<P-5.
. L
I , .. .. r. -···,-
_1_ ••
; } ; ; .. ;· ---~:.: .t .. :.~· ; 'l ··:. --;f;~_ ~:J1,~~t14 ____ Js~· ~~v¼('!'~-vi·:~).
-;-----:~---...;--__ : __ --: -r-·-r·· -.. ---:---_;_ft~_: .. j.fr .. ,j/~r-f.£)_~Jf?'1~~]h.11.J:tJ .. ": . -1_.:t?_~ -·-· .....
·-· -··--·,·---,-·7-·····.--· ~-; ,--·7--;----·..........; __ ·1---,-·.....;.........,---;....... ... l . r----r· -., .... --·r .. '
. . , , · ; ; , ! c,~ ,ff½ ~;',z..>(/1¼ x J'tf l '
_. • t • -• ' l , , . ..... -,...... ... _ r . . ·t-, -.
, I
• ·•-·· I .•
~--}f$S 3¼,x 3½.-X 7t 0¥-! . .. . . ., . '
,.. . •. -~ J ..
l .,.._ ~~ .. --', .
r-\" ,. -. ; ' (..
' ' : ... ! )
,_ ·-· ---· ---. -· ·-· ... ---:
' ' . ·--·-·-··--
5€1f/Jvl? . ( c, .. !) .
.. ; f' ~ o.~ ( o,j1_t J_-;. o://5~
, • I
: y .';-O; 1flr~ '
... .t·\r .. ,,i~~~fl:
; .
-~ ~-----~--. -
~J!'>lt)·. ( c~-1)
p-;,-_l,~7/t..
. y_-:. 0 ~-
.M ~_ £? 1'-
. i J jf .
. l!:f&. 5ftf,f! t-1?'1<>< 't¼,. )( ¾
' . i,
\t) / .' '( "'. >fl{ . .f. So t-1'1
s~r: . M\-7itl P½ffvvT, . ' . -.~
'
·i,·
.<
•
RAM BasePlate VL 5
PRlMEJob: ~!'fa'
STRUCTURAL Date: _j!J.:tL
./j~ ENGINEERS Sh:t: .,..JL,_
2K9-380 Detailed Design Results
11/12/09 16:2,9
CRI.'rERIA.:
AJJ.alysis
Maintain Strain Compa-tibility
Use full plate a:rea fo-r axial only compres·sion load on plate ..
De·sign
U$e AS:O 9th to check plate bending
Max c.oncrete bearing per AI~C J9.
Arichor Shear Values Only.
Anchor Tens:ion Va1ue·s Only.
INPUT 'DATA·:
Column
Column Si·ze_ .............. _ ........... , ... .
Ditn: BfTop TfTo.p BfBot TfBot;
TS2. 5X3' . .SX. 2500
TW Depth
(in) 3.50 0.250 3.50 0.2·5.0 0.250 3.50
Base Plate
Plate Fy (ksi) ................. , .... .
N (Parallel to Web-) (in) •.........•..•...
B (Perpendicular to Web) (in),. .... , .... .
Plate Thic~nes·s (in} .............. , .... .
36.000
9. 5.00
9.500
0.750
Ancho:r;
Anchbr Size .................. .-, ........... .
Ancho.r Area (in"2) ... , ..... -............. .
Anchor Material. .................... · .. , .
Anchor Modulus (ks:i) .. ., , ............. .
Anchor strength Fu (ks·i) ............ .
5/8"
0.307
Other
29000.00
58 .·oo
Fo.oting
Footi:Q.g Strength f 1 c (ksi) .......... .
Concrete Modul:us (ksi) ..........•...
Dimension (Parallel to web) (ft.) . , ..... .
pimemrion (Perpendi.cular to web) (.ft) .. ,
2.50
2850.00
1.50
1.50
De!;lign Load
Building Code: -NonB -
Load coml:;>inatiorr: Single Loao Case
Axial (kip) ..........•.. , . , ..........•
Vx (kip,) ...................... -.......... .
Mx (ki-p·-ft) ... , ...•.............•......
Allowable Stress, ~nc-:p~ase Pa,ctbr
0.45
0.29
3·.65
1.00
RESULTS:
Analysis-
YBar (irr) ......................................... .
Resultant Angle ( <>) ••••••••••••••••••••••••.•••••••
Plate Bending
Max bending m9ment from anchor/s #1 in tension
Allewable Stress Iner.ease Facto.r ................... .
m [N--0.9.5d}/2.0 (in) ........... , .............. , ....... .
n [B.--o. 95b] /2. o (in) ........................ , ........ .
Controlli.ng effective width to, resi.st moment (in) .. .
Contro-lling plate bend.ing moment. (kip---ft} . , ........ .
fb (ksi) · . ., ......... , ..... , ........ , .... , ............ .
Fb (kiri-} •• -...... , , •... , .... , , •••....... ·, ·· ....•... , ·
fb/Fh .....•...............•..... _ ................ , ...... .
Thicknes:S Re.quired (in)· ..... _ ................ , , ..... .
Thickness controlled by cantilever action.
Page i
2.73
0.00
1.00
3,088
3.088
3.088
0 .39
16 .'27
27 .. oo
0.60
0.58-2
,,,..---.,
RAM :Base:Plate Vl.5
2K$l-38P
Anchors
Anchor X (in)
1 -3.25
2 -~.25
3 3'.25
4 3,2·5
Bearing
y (in:)
-3 .. 2·5
3.25
-3.25
3.25
V(kip
(). 07
0.07
0.07
0.07
PRH\1EJob: ~2:!{j~o
STRUCTURAL Date: .Jl./fil~
ENGINEERS Sht: ~J~.
Detailed Design Results
11/12/09 1,6 :29
T(kip
2. 9,7
2.97
O.OQ
o.oo
Eff Area of Stippo:t.t A.2 (in"2).,...................... 324. oo
Plate Area Al (in"2) ....... , ....•.... , • . . . . . . . . . . . . . . . 90 .25
S<[rt (A2/Al) . , ........ , .................... , . . . . . . . . . . . . 1. 89
Allowable Bearing Pressure (ksi) . . . . . . . . . . . . . . . . . 1. 6'6
Actual Bearing Stz,ess (ksi) ............... _....... 0.49
DIAGRAM:
# X(in) Y(in) • • 1 -3.250 -1.i50
2 -3.250 3 .2'50
2 4 3 3.250 -3.250
4 3.250 3.250
TS . 5X3. 5X .. 25(
\
\ • • \ \ 1 \ 3
\
pi, 9.5.G X 9.50 X Q,75 (in)
4 -5/8" Other Anchor Bolts
Page 2
,,--'.
I
0
,,
'
0
0
0
¥ +x
0
1:8 in ·diam.
:ode: ACI 318:._95
!nits: Eng,lish
0
0
!un axis: About x:.axis
tun option: lnvestigc!tion
:oll,lmn type: Structural
,cirs: ASTM A615
late: 1.1/12/09
'ime: 10:01:45
:ne: untitled.col
'reject: 2K9.:380
~olumn:
'~2.5ksi
~L...: 2850 ksi
C = 2.125 ksi
LU = 0.0-03 in/in
0
p {kip)
500--
-150 ·
fy = 60 ksi
Es= 29000 ksi
e_rup = Infinity
l
!_
Engineer:
Ag = 254-.469 inA2'
)(6 = 0.00 in
Yo = 0,00 in
8 #5 bars
Rho = o.~7%
Ix = 5153 inA4
PR!.Mt:job: ,1¥1..:}to
STRUCTURAL Date:JUQ1
ENGINEERS sht: .J.1__,
80
Mx (k-ft)
General Info,rmat.ic<?n:
=============~==-==
File Name·: untitled,.col
Project: 2K9-380
Column: ~ '
1 ·:cod.e: ACI 31$-95
Engineer{
Units: EngUsh
;, R I f fl!=,': Job· t¥f. 7f-o r £niar.-. . --
STRUCTURI\L Date:_.lf./£i.,
ENGINEERSsnt _,LL_
R,un Option, Inves-tigatioIJ.
Run Axis; x-axis
$Hmderness: Not considered
Column Type: Architectural
Material Properties,:
============-===--=-
f'c = 2.5 ksi fy = 60 ksi
Ee = 2:850 B'.si Es = 29000 ksi
f.c = 2 .125 ks:i Rupture strain= Infinity
Ultimate st,rain, = 0.003 in/ia
Betci,l = 0.85
sec.ti on.:
Ci:r:c.ular: Diameter= 18 in
Gross section arear Ag=
Ix 5153 in"·4
Xo = 0 in
Reinfo:rcem?nt:
======== -=. ==--=
254.469 in"2
Iy = Yo= 5153 in"4
(:) in
Rebar Database: A:STM A615
Size Diam (in,) Area (in"2) Size Diam (in) Are-a (in"2) Size -------------------------.--------------
# 3 0·.38 Q.11 # 4 0.50 0.20 # 5
# 6 0.75 0.44 # 7 0.88 0.60 # 8
;,,,,,.....,'* 9 1.13 1.00 # 10 1.27 1. 2,7 # 11
# 14 l. 6'9 2. 25 # 18 2.26 4.00
Confinement: Tied; #3 ties with #10 bars:, #·4 with larg,e·r bars.
phi(a) "'0.8,, pbi(b) = 0.9, phi(c,) = 0.7
Layout: Circular
Pattern: All Sides .Equal (Cover. to transverse reinforcement)
Tota:l steel area, As= 2',4,8'in"2 a-t 0.97%.
8 #5 Cover = $, in
Load Combinations:
======.====-~====
U1 = l. 400*Deacl + 1 .. 7Q'O*Live + O.OOO*Lateral
U2 1.Q50*Dec1c:;i + 1.275*Live + · l. 27 5*La:tera1
U3 = 1.0SO*Dead f b,000-f<Live + 1.275*Lateral
04 0.900*Dead + 0. OOO*Li v·e + 1. 30().*Later.al
S.ervice Lo;:1.ds;
==============:=
Load Axial Load
No. Case kip
Mx@ Top
k-ft
Mx@ Bot
k-ft
My@ Top
k-ft
Diam (in) ---------
0.63
1.00
1. 41
My@ Bot
k-ft
Area (in"2) -----------
0.31
0.79
1. 56
DEPTH REQUIREMENTS FOR EMBEDDED POLES
Per Sec. 1805.7, 2007' CBC:
DESCRIPTION: CAISSON @ COLUMN
ALLOWABLE LATERAL EARTH PRESSURES
P 0-. .. , ,, ,.,. • b ~'11{.:, '$~'i ~~ .. a-".:....... ' ;; f'\. ! Sv-i1....JO · • -
S·rRUCT"~,~L o t0 • 11 /i>ti \ I \,),\I"\ a Ci, ___ •
ENGINEERS Sht: ..,,.1i-,
Allowable Passive Pressure =
Maximl!m Allowable Passive Pressure =
350 psf / ft of depth
0 psf
Does lateral restraint at ground surface ~xist?
Load Duration Factor =
(For No Limit, enter "0")
1 (Y=1, N=0)
LOADING DATA
Applied point load, P ;=-
Load heigbt above base, h =
Uniform lateral load=
Distance from base to· bottom =
Distance from b.ase to top =
534.0 lbs.
15.0. ft.
Q.0 plf
0.0 ft.
0.0 ft.
_,,,,..,.,...__, POLE TYPE (1=ROUND~ 2=RECTANGU1,AR): 1
POLE WIDTH NOMINAL TO FORCE :
MINIMUM REQUIRED EMBEDMENT
Non-Hesfrained :
rn in.
1.33
Point Load
Moment @ bcise =
Uniform Load
Moment@ base =
Total Moment=
Depth = (A/2)*{1 +SQRT(1 +4.36*h/A)} =
where A=2.34*P/(S1 *b)
#N/A ft
Restrained :
Depth = SQRT(4 .. 2.5* P*h/S3*1?) =
LATERAL PRESSURES
Allqwable:@ 1/3 of Embedrnent.=
Actual@ 1/3 of Embedment =
Allowable @ base of Embedmen{ =
A¢t1,.1?I@ 1/3 of Emt;>edrnent =
Surfac~ Restraint Force =
568 psf
#N/A psf
1,703 psf
i,703 psf
3,7€?4 #
3.65 ft
8,010 ft-#
0 ft-#
8,010 ft-#
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CB091914 2470 FARADAY AV
BECKMAN COULTER '
520 SF METAL CANOPY OVER EQUIPMENT
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Approved
Building
Planning
Engineering
Fire
HazMat
APCD
Health
Forms/Fees Sent
CFO
Encina
Fire
HazHealthAPCD
PE&M
School
Sewer
Stormwater
PFF
Comments Date
Building Jl//1/ol.)
Planning I I
Engineering
Fire 1::>-li,/01
Need?
flhrtt. ft" . ,r, P.,,:;;..tf
Application Complete?
Fees Complete?
0
Date B
1//,tD/t>q ~
11 I f~S:-/O'1 ~
I :H .3 I at:li ~-
,l~lro r/z,,z,,
Rec'd Due?
y N
y N
y N
y N
y N
y N
y N
y N
y N
y N
y N
y N
Date Date
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