HomeMy WebLinkAbout1896 RUTHERFORD RD; ; CB013866; Permit-~
City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
01-23-2002 Commercial/Industrial Permit Permit No: CB013866
Building Inspection Request Line (760) 602-2725
Job Address:
rPermit Type:
. ::· Parcel No: ,,.
· ?-:Valuation:
))c9u·pancy Group: ''-"b . . . :;,:, roJect Title:
.f'01 /22/2002
'1.1W ...
:!:
·· \·:Applicant:
1896 RUTHERFORD RD CBAD
Tl Sub Type:
2121203000 Lot#:
$19,140.00 Construction Type:
Reference #: .
ISIS-INTERIOR MEZZANINE 638SF
INDUST
0
NEW
Owner:
Status:
Applied:
Entered By:
Issued:
Inspect Area:
ISSUED
12/18/2001
JM
Plan Approved:
01/23/2002
:..' MANSHOUR TONY P D G CARLSBAD 46 LTD 9419 Ol/23102 0002 Ol
5897 OBERLIN DR
SAN DIEGO CA 92121
858-558-1509
Total Fees: '$295.56
Building Permit
4330 LA JOLLA VILLAGE DR #11 O CGP
SAN DIEGO CA 92122.
Total Payments To pate: $114.85 Balance Due: $180.71
Meter Size
'? Add'I Building Permit Fee
, ,,._ Plan Check
$176.69
$0.00
$114.85
$0.00
$0.00
$4,02
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
Add'I Reel. Water Cori. Fee
Meter Fee
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
·:_;·,::t. Add'I Plan Check Fee
Plan Check Discount f
SDCWAFee
CFO Payoff Fee
'-.. ,
~:,
Strong Motion Fee
Park Fee
LFM Fee
Bridge Fee
BTD #2 Fee
BTD#3 Fee
Renewal Fee
Add!I Renewal Fee
Other Building Fee
Pot. Water Con. Fee
Meter Size
Add'I Pot. Water Con. Fee
Reel. Water Con. Fee
lnsp~ctor: ~
$0.00
$0.00
PFF
PFF (CFO Fund)
t,.icense Tax
License Tax (CFO Fund)
Traffic Impact Fee
Traffic lnipact (CFO Fund)
PLUMBING TOTAL
E.L.ECTRICAL TOT AL
MECHANICAL TOTAL
Master Drainage Fee
Sewer Fee
Redev Parking Fee
Additional Fees
TOTAL PERMIT FEES $295.56
FINAL APPROVAL
Date: 11~ 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 date 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 Cartsbad 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 capactiy
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 aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired.
02
180. 7i
),
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
2075 tas Palmas Dr., Carlsbad CA 92009
(760) 438:.1161
/<./),
Legal Description . .JJ-. ll<4:cT ff'85-c).J./ Lot No. '-/3-Subdivision Name/Number
Assessor's Parcel# 6,
. . ·-· ~JI). -ld.0 -~ Proposed l/se r-7-"7 "1.,,f, 11 u::' :Sfv//}U j'Jl)(</ffli flt t7~U ltvi-
D,escriptioo of '1.,'prk AOP ~ ,t(eZ-Z.. SO. FT, F, &,ie s .. #of /cries # of Bedrooms # of Bathrooms
(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 that 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 [$5001).
Name Address City_ State/Zip Telephone#
·state License# _________ _ License Class-------'-----'-~-"'-City Business License # __ -'--'------
Designer Name Address City State/Zip Telephone
State License# _________ _
t~,w-:}tlQ.!:!,IS..1$S~~~:QJ>M~f,tSAT.@:ij '":-;:.7."-:-. ·"~-. , :::~=-:'::.~~:~..:.~· .. · ~:::c:.: .. ~::: -~ z,:::::;::::5:"::S:;:;:,,:1 ::L:::-;. '.:>A.22.; -iE::::'.'.'~:L .~'22~ -::'-' ~~--~J7;j;:;-_:;_7
· Workers' Compensation Declaration: l hereby affirm under penalty of perjury one of the following declarations:
. D. 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 permit is issued.
D 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 worker's compensation insurance carrier and policy number are:
Insurance Company____________________ Policy No.____________ Expiration Date _______ _
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS)
0 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 !lttorney's fees.
SIGNATURE ________________ ,__-----:---------DATE _________ _
, !if:¥~~Q.itiJJfl~jfr,J'1J:PiJ;.~R~TJQ,t,1f: -~ ;;~ .,. ~w-{n,,, }~~~~-~·;~:-=-~-~:;~:;z~~~:L~,..;:::.t::~:ttii~:1,1~~~:-;:S,?J:~~~::~:~2~~ ~:2!f::'7~-~::·t:z1:-f->f c»_-: :-'~-f;.1
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
':fti · 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
fSec. 7044, Business and Professions Code: The Contractor's license ·Law does not apply to an owner of property who builds or improves thereon, and who aces
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 die not build or improve for the purpose of sale).
D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project .(Sec. 7044, ·Business and Professions Code: The
Contractor's License Law does· not apply to an owner of property who builds or· improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
D I am exempt under Section ______ Business and Professions.Code for this reason:
1. I personally plan to· provide the major labor anil materials for construction of the proposed property improvement.)Q YES ONO
-2. I (have / have not) signed an application for a building permit for the proposed work.
3. I have contracted, with the following person (firm) to provide the proposed construction (include name I address / phone number / contractors license number):
4. I 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
number/ contractors license number): _____________________________ ~----------------
5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type
.of work):. __ -'----""---,,-.::.=;==--.-~-'?"='--------1---'-''---~-"-~---~--------------------------
PROPERTY OWNER SIGNA URE __,,._;;,....,_<-=_..C...:,«----~<-->.----------DATE \ _, ~-(> J_
r,;OOPLETE'\tti•s ·secr''ioNfFQD~NOM· 11"'.S/f'""':rofi'·auii'o'1ftG1i>ciiMJfs""'oNbY,'7'.:ft:~ ,'i".':~'.~:w~~::· ;:, . :':~.-'.1_,'"'x,~_:,·,: '.'::'}'.","(, ,,::~ .::·,~::,,, · ·;;·'.·", ~ :,:_-,,;_;,-:;:, :~·-: ,, ";7"/_j;':t:-,. • -'.."",•,:-r;,~.,l ~..,!.~""""""'"' ,.,...._,....!..!!!-.-,w.,,_,_., ,9,.,.,...,,~-~~---,-JJ!',,..~9...,'f',!f,!~Jl,.A,,..!,J..,,, ""'~v, ~,....,._,., .... ~ ... ~~,~-..,.............., ............... .......,,_.,....,,..,..,_,, .. ,c,....•,.o,:'<"'""!' ''""""""'°'_,....,,.,...., U.,.'-,' .,,,.,.,,vw,,..,,,,_,,,,_,.; ><-«·---,h,. 9,M~,..,,~--.. .. s_,.~«<Y"~~----l '"'~'-' <h<h-,•"""4
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections. 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES D NO
Is the applicant or future building occupant required to obtain a permit from the air ·pollution control district or air quality management district? D YES D NO
. Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES O 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 EME"GENCY SERVICES AND THE AIR POLtUTION. CONTROL DISTRICT, · l$i · ,'. :~mRVC'.tlQ.N't.§.tJ(>J~<t"'.~~N.~1( ·. ::~-~==.s=2:~~v . :...: ·~i:::.,r:::~.;J,~"'.:;,"z:;::1;i ;::1::".::'f~:<. ?JU,:.,. :::~272rlTI:~-:~;:~:rL-::::,~::·-.~~::g
I hereby affirm that there is a construction lending agency for the performance of the wor.k for which this permit is issued (Sec. 3097(i) Civil Code).
LENDER'S NAME LENDER'S ADDRESS
rg~,;;..i~,e.e~tqA..NT; <a1:Jil'ie,q~rK>lt ~w~,~,:..~:~ , ___ "~-~~z:: .. :_ .... ,,."""::·~ ::-~~~=-~-.:·----:~;,, .:;: __ -";-~ ,:::.,~~=\¼.~.: :=:.:::::t=1 .. =· -;:;:_=. -==:.._:;:-:;-::-:i;:L=,=~::..__;1~:;;:. _;: _ ___,=7:;;;· ::;:_ ,,;;;,;:.=~:;:, = .. =~=-;; .. ;;:;,.,,t;-:;::;,:;:: __ ~:;:_~-;:-:-:;::"""'::).,.,=\}s=:;:.=:~:;; __ ~;;:;:~;::\::;:~= .. ="":;;<;;_s1~:::\·.;:·::;:: -:i;;~;:;:~·~
I certify that I have read the application and state that the.above information is correct and that the-information on the plans is accurate. I agree to comply with all
City, ordinances and State laws relating to building construction. I hereby authorize. representatives of .the Citt of Carlsbad to enter upon the above mentioned
property for inspection purposes. I ALSO AGREE TO , INDEMNIFY AND 'KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES,
JUDGMENTS, COSTS AND EXPENSES WHICH MAY I Y WA ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excavatio over 5'0" d p-and demolition or construction of structures over 3 stories in height.
EXPIRATION: Ever.y permit issued by the Bu' ing Official u er the pro.visions of this Co.de shall expire by limitation and become null and void if the building or
work authorized by such permit is not com enced within . days from the date of such permit or if the building or work authorized by such permit is suspended
or apandoned-at any time after the work i commenced a period.of 180 days (Section 106.4.4 Uniform Building Code). , /
APPLICANT'S SIGNATORE · · · DATE ( 7,,,,/J '1ft Oj -~-----:;;,-,.--------
WHITE: File ,· YELLOW: Applicant PINK: Finance
City of Carlsbad Bldg Inspection Request
For: 04/11/2002
Permit# CB013866 Inspector Assignment: 7/
Title: ISIS-INTERIOR MEZZANINE 638SF
Description:
Type:TI Sub Type: IN DUST
Job Address: 1896 RUTHERFORD RD
Suite: Lot 0
Location:
APPLICANT MANSHOUR TONY
Owner: P D G CARLSBAD 46 LTD
Remarks:
Total Time:
CD Description Act Comments
Phone: 6199906060
Inspector: .£2.._
Requested By: RON
Entered By: CHRISTINE
19 Final Structural Afl --------------------------
29 Final Plumbing
39 Final Electrical.
49 Final Mechanical
Associated PCRs
Inspection History
Date Description Act lnsp Comments
... ~l
,_.... . -~-~---------------------------------------klllfl. KLEINFELDER
FINAL REPORT FOR
SPECIAL INSPECTION AND MATERIALS TESTING
DATE: 04/09/02
To: City of Carlsbad
Building Department
1635 Faraday Avenue
Carlsbad, California 92008
SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL
INSPECTION AND MATERIAL TESTING
PERMIT NO. CB01366
13914
PROJECT ADDRESS: __ --=1=8_,__9"""6-=R=u=t=he=r=fo=r'-"d""'R=oa=d=,--=C=a=r=ls-=b-=a=d,,__C=a=l=rn=o=rn=i=a ______________ _
We declare under penalty of perjury that, to the best of our knowledge, all the work listed below requiring special
inspection, material sampling and testing, including the off-site fabrication of building components for the
structure/s constructed under the subject permits is in conformance with the approved plans, the inspection and
observation program and other construction documents, and the applicable workmanship provisions of the
Uniform Building Code.
Executed on this 9th day of_· --~A._.p,._.r-il ___ ~2=0_0=2
MONTH YEAR
Special Inspection and Materials Testing covered by this final report include the special inspection and testing
services for the specific date of March 14, 2002. The type of special inspection and testing services described in our
Daily Field Report is summarized as: observation and testing of high-strength bolting.
A. If the inspection services were provided by an approved materials testing laboratory or special inspection agency:
TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: ____ __.,KL=E=I=N=F=E=L=D=E=R"'"'. I=-N.:...oC=·------
ADDRESS: _________ ....:5=0=1=5=SH=O=RE=HAM==PL=A=C=E=•:c.::S=AN=-'--D=I=E=G=O=•..::aC=A"'-9"""2=1=22=------------
RESPONSIBLE PRO.iECT MANAGER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY:
NAME (Print or Type) ___ ___:;R=O=N_,_.AL=D~C=-•..:T=H=O=M=SO=N'------------------------
City of San Diego Special Inspector Registration Number: #380 Expiration Date: __ ___,1=2,_._/_,.3=1..._/""'0_._4 _______ _
SIGNATURE: ~ e,_ ~ ~-
cc: Isis Pharmaceuticals
Terry Hewins, Atlas Equipment Company
13914/5102Ll 14,doc April 9, 2002
Copyright 2002 Kleinfelder, Inc.
I ,
Ill KLEINFELDER
Construction Observation Report
Project Name .:::r:s:rs. ~At2..m,a.Ce~..;:if'.t ~{s
Client ~ject No.
Project Location I ~b <?...._:r:kcg;v, {;'2-<} <idd , (,ga.Js 6.ad
Contract9r::ti..,,...._ J4 :::r::,~\l.,4~s Bldg. /ermit No.Ct3c /,3 I.,/;?
DFR No, ________ _
Time Arrived ~2,~J--1~~----
Time Departed ~:/7i,_'~~-O~----
Reviewed by . I Date Reviewed _______ _ Travel Time -~Y;_i.. _____ _
• t..-r • ,........,___,-...,,------------------------,
Type of Observations D Masonry
0 Welding
W1 Bolting
D Batch plant
D Reinforcement Steel
D Pre-Post Tensioned Tendon
Documents Referenced~ ~ i ~
" Report items comply D Report items incomplete
Ac~~ledged~J1t:1~
Representing-~~~'~~
D Foundations
0 Fireproofing
D Metal Decking
Page __ of __ Kleinfelder Representative Print Name
F-1 (9/93)
D Concrete
D Soil
D Other
THU 9:se LMT>PETERSON
Jon 0~ Off li:'.:29,-:,
t ~.:ji,. lUfiW,
Nsn•our nrohit~ctural ~ax;1&-SSS6vl5?6 ·
Ct.'dGbi\d Ol,att6
l /2/0~4
858 455 54~Q
( 8$9,~ ~58-92~ i
Jan Z 200? t,?=44 ?, d,
I
I
SPiCfAL INSPe:CTtQN PROGRAM I
· APOR\'=8$ Oft l.EOAL OESCRIPTION: _j_a:tk---~~~-.M
P.06
p. Fi
Pl.ANCHEC i -J.S.f.b OWNl;R'S NAMf'. ......_......,._._........,/:.{JA/'../-4.~-~.:f-; eels
1. Us.tor work raquiting ap~clat ln~peclhin:
§. ~oa-1 Cr>mp.llant4'> ,,ror to Fo"11dstlon li,spactJi;,n tf: CJ: Fi~ld WeJdln~
$\r~c;t1maf Concretti Over 2$01.)PSI · " High ?trsngth 81)Wi,g
F
Pr~it1e·ue1f Concr~to . _ Eixpl~if~n/Ep.e>xy AMhors
'.J itru\:t1,1,•J Muonry O 8pr~e~·On Flr4pro~fln9
• I iliesronar Spec.ltied . '-·J Othar --~---,.,~----
a. N;smt(s) of ~I(&) orJh·m($) responislbte for tho sp~c;IJJ, ln~peetlon~ list~d •~= ~-----~ I
I'
~· -~~2.-~<>!:,J:~ ~~:;;.~}_P_~E.~~l=;f<. ,-~---,-Fl -----~----·-----
t, .. ~.,_""'91f~~,.,.~~--,-,-.-"'". ~ __ ,._.....,...._,_. ___ .. , ____ ~ _ ___..,.._ ... _____ .... _~--.,,.., ..... _ :· ~~~~.:f ~h• •p•ct:::::o, :: work 11.i•:::i--·~------
SPECIAL INSPECTION REQUIRED: of ASTM A 325 Fasteners per UBC sect. 1701.4.2
Connections bolts (Research Council of Structural Connections sect. 4.1 Snug-Tightened Joint-/
Tension Value Only, Not Slip Critical). RCSC sect. 9.1 -prior to start of installation ensure all
. fastener materials comply. After connections have been assembled visually verify the beams /
columns joint is in firm contact, and washers have been used. "The magnitude of the clamping /
force that is used in asnug-tightenedjoint is not a consideration".
I I I I
I I
I
Cltv of c.arlsbad
· Final Building Inspection
Dept: Building Engineering Planning CMWD St Lite ~
Plan Check #:
Permit#: CB013866
Project Name: ISIS-INTERIOR MEZZANINE 638SF
Address: 1896 RUTHERFORD RD
Contact Person: RON Phone: 6,19~906060
Water Dist: CA Sewer Dist: CA
Date: 04/11/2002
Permit Type: Tl
Sub Type: INDUST
Lot: 0
••••••••••• ~································ •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 111111 ••••••••••••••••••••••••••••••
Inspected ,A-1 ~J Date .Y /; / . ~
By: ~ ~ Inspected: / CJ'1--Approved: ___ Disapproved: __
Inspected Date
By:------~---Inspected: ______ Approved: ___ Disapproved: __
Inspected Date
By: __________ Inspected: . Approved: ___ Disapproved: __ .......................................................................................................................................................... ,
Comments=----------------------------------
EsGil Corporation
'ln Partnersliip witli government for '.BuiUing Safetg
DATE: 1/17/02
JURISDICTION: Carlsbad
PLAN CHECK NO.: 01-3866 SE:T: II
f:l~ANT
~
CJ PLAN REVIEWER
CJ FILE
PROJECT ADDRESS: 1896 Rutherford Rd.
PROJECT NAME: ISIS Pharmaceuti~als Storage Mezzanine
• The plans transmitted ·hereyYith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D
D
D
D
The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D The applicant's copy of the check list has been sent to:
• Esgil Corporation staff did not advise the applicant that the plan check has been completed.
·D Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone#:
Date contacted: (by: ) Fax#:
. Mai.I Telephone Fax In Person
D REMARKS:
By: Chuck Mendenhall Enclosures:
Esgil Corporation
D GA D MB D EJ D PC 1/10/02 trnsmtl.dot
EsGH Corporation
1.n Partnersfi.ip Witfi. (]ovemment for '.Buiftfing Safetg
DATE: 1/2/02
JURISDICTION: Carlsbad
PLAN CHECK NO.: 01-3866
PROJECT ADDRESS: 1896 Rutherfoid Rd ..
SET:I
PROJECT NAME: ISIS Pharmaceuticals Storage Mezzanine
D APPLICANT ~
D PLAN REVIEWER
D FILE
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes. ·
D · The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies. identified below are resolved and checked by building department staff.
D · The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
• The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
• The applicant's copy of the check list has been sent to:
Tony Mansour
5397 Oberlin Dr., #111, San Diego, CA 92121
D Esgil Corporation staff did not advise the applicant that the plan check has been completed.
• Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Tony Mansour Telephone#: (858) 558-1509
Date contacted: 1-.2-oz.. (by: P-:ilu..} Fax #: (FS'i)S5<f--q 2 z1
Mail Telephone v Fax / In Person
D REMARKS:
By: Chuck Mendenhall
Esgil Corporation
D GA D MB D EJ D PC
Enclosures:
12/2()/01 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576
Carlsbad. 01-3866
1/2/02
PLAN REVIEW CORRECTION LIST
COMMERCIAL
PLAN CHECK NO.: 01-3866
OCCUPANCY: S1
TYPE OF CONSTRUCTION: VN
Al-LOWABLE FLOOR AREA:
SPRINKLERS?: yes
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION:
DATE INITIAL PLAN REVIEW
COMPLETED: 1/2/02
FOREWORD (PLEASE READ):
JURISDICTION: Carlsbad
USE: Storage mezzanine
ACTUAL AREA: 638
STORIES: No Change
HEIGHT:
OCCUPANTLOAD: 3
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 12/20/01
PLAN REVIEWER: Chuck Mendenhall
This plan review is limited to the technical requirements contained in the Uniform Building Code,
Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws
regulating energy conservation, noise attent1ation and access for the disabled. This plan review
is based on regulations enfor:ced by the Building Department. You may have other corrections
based on laws and ,ordinanc~s enforced by the Planning Department, Engineering Department,
Fire Department or other departments. Clearance from those departments may be required
prior to the issuance of a building permit.
Code sections cited are based on the 1997 UBC.
The following items listed need Clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3,
1997 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
To speed up the recheck process, please note on this list (or a copy) where each
correction item has been. addressed, i.e., plan sheet number, specification section, etc.
Be sure to enclose the marked up list when you submit the revised plans.
Carlsbad 01-3866
1/2/02
1. Please make all corrections on the original tracings, as requested in the correction
list.
Submit three sets of plans for commercial/industrial projects (two sets of plans for
residential projects). For expeditious processing, corrected sets can be submitted
in one of two ways:
· 1. Deliver all corrected sets of plans and calculations/reports directly to the
City of Carlsbad Building Department, Carlsbad, CA 92009, (760) 602-2721. The
City will route the plans to EsGil Corporation and the Carlsbad Planning,
Engineering and Fire Departments.
2. Bring one corrected set of plans and calculations/reports to EsGil
Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858)
560-1468. Deliver all remaining sets of plans and calculations/reports directly to
the City of Carlsbad Building Department for routing to their Planning, Engineering
. and Fire Departments. .
NOTE: Plans that are submitted directly to EsGil Corporation only will not
be reviewed by the City Planning, Engineering and Fire Departments until review
by EsGil Corporation is complete.
2. Provide web stiffners within the beam section in line with the center of the bolts
in the column plate connector shown in details F, G & H/S-2. In lieu of this show
the web crippling and bucJ<ling caused by the moment resistance through the C/L
of the bolts does not exceed the allowable values for th~ light gauge beams.
· 3. The plans show that the moment connections are made with HS bolts (A325).
The installation of these requires special inspection per UBC 1701.4, item 6.
Note on the cover sheet of the plans that special inspection is required for the
installation of the HS bolts.
4. The attached Special Inspection program form must be completed prior to permit
issuance.
5. Specify the type of wedge anchor bolts you intend to use. Specify the ICBO
approval number and the required embedment length to resist the shear at the
base of the columns.
To speed up the review process, note on this list (or a copy) where each correction item
has been addressed, i.e.: plan sheet, note or detail number, calculation page, etc.
The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake
Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to
perform the plan review for your project. If you have any questions regarding these plan
review items, please contact Chuck Mendenhall at Esgil Corporation. Thank you.
Carlsbad 01-3866
1/2/02
VALUATION ANO PLAN CHECK FEE
JURISDICTION: Carlsbad PLAN CHECK NO.: 01-3866
PREPARED BY: Chuck Mendenhall
BUILDING ADDRESS: 1896 Rutherford Rd.
DATE: 1/2/02
BUILDING OCCUPANCY: S 1 TYPE OF CONSTRUCTION: VN
BUILDING AREA, Valuation Reg. VALUE
PORTION (Sq.Ft.) Multiplier Mod.
MezzAddin 668 City Est.
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction _Code cb By Ordinance
Bldg. Permit Fee by Ordinance , .., ,
Plan Check Fee by Ordinance I ,.. I
Type of Review: 0 Complete.Review D Structural Only
D Repetitive Fee 3 Repeats
Comments:
D Other
D Hourly I Hour *
Esgil Plan Review Fee
($)
19,140
19,140
$176.691
$114.851
$98.951
Sheet 1 of 1
macvalue.doc
PLANNING/ENGINEERING APPROVALS
'PERMIT NUMBER CB ,& I -316G. ; : '. l.>"TE / 0~& ( -.-~.·· .
. l.lDJ?JllS$ .. ;,,.._· ~-/ ~;;__1-1--J.(j;,.:;;...-g~~ltr-"--.. .t __ ~j_____,.._____,.____,.,..,._....,_.,..._..,._..,..,,...,,.,____
.. .-· i .... 'ltESIDENTfAL' ' ·
. ~ _ · ·:::;~;RE~.ID.N7-IAL AD_DITION:·Ml'110R ';~1-''·.)f;;;t~t"~:::?·.-P.LAZA CAMINO;:REAL · .. ;r-1.::":r::::·;:;-~). :k.:i.:.:
· · · .:' ... · (<:$10,000.00) . . · .... : ·-;:. ~ .. · . . · · . · , ', ·
~ ' ' . ·" .. ,..... , . . --·.-.;.;:<""· ··-·. 'CARLSBM> COMPANY-:·sTOREs· · , .. ·
~ 1 -. ,' ' ~--
PLANNER~
E~CINEE!R; ~ /)[}:).d!-.
. -·-·------
Docs/MISfo'rms/Plar'lning Englneenrig Approvals
; ·· VILLAC&·FAIRE
. . .. COMPLETE OFFICE BUILDING :
. DATE_:?A __ t_~-f-/2?_0_· _f __
.DATE _[!)._/.:......i/ q/4---...tJ_/ __
Carlsbad Fire Department 013866
1635 Faraday Ave.
Carlsbad, CA 92008
Plan Review Requirements Category:
Fire Prevention
(760) 602-4660
Date of Report: _01_1_11_12_00_2 __________ _
Building Plan
Reviewed by: :A= Name: MANSOUR ARCH.
Address: 5897 OBERLIN DR
City, State: SAN DIEGO CA 92121
Plan Checker: ____________ Job#: _01_3_86_6 ____ _
Job Name: Bldg#: CB013866 ----------------------ISIS Pharm.
Job Address: 1896 Rutherford Rd Ste. or Bldg. No.
IZI Approved
LJ Approved
Subject to
LJ Incomplete
Review
FD Job#
The item you have submitted for review has been approved. The approval is
based on plans, information and/ or specifications provided in your submittal;
therefore any changes to these items after this date, including field
modifications, must be reviewed by this office to insure continued conformance
with applicable codes and standards. Please review carefully all comments
attached asfailure to comply with instructions ·in this report can result in
suspension of PE?mit.to construct or install improvements.
The item you have submitted for review has been approved subject to the
attached conditions. The approval is based on plans, information and/or
specifications provided in your submittal. Please review carefully all comments
attached, as failure to comply with instructions in this report can result in
suspension of permit to construct or install improvements. Please resubmit to
this office the necessary plans and I or specifications required to indicate
compliance with applicable codes and standards.
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 I or specifications to this
office for review and approval.
1st
013866
2nd
FD File#
3rd Other Agency ID
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Lodi Metal Tech., Inc~
-. :·_ -~ . ;_
· Project Name: ISIS Pharmaceuticals
Project Address: 1896 Rutherford Road Carlsbad, CA 92008
Plan Check No. 01-3866
Plan Reviewer: EsGil Corporation -Chuck. Mendenhall
.Project: Mezzanine Platform
To: Mr. Chuck Mendenhall Plan Checker -ph # 858 560-1468
213 S. KELLY STREET
P.O. BOX967
LODI, CALIF. 95241
ENGR. -PH. 949 380-8941
Fax 949 380-8941
PLANT-PH. 209 334-2500
Fax 209 334-1259
January 8, 2002
Thank you for the concise Plan Check of January 2, 2002. All responses are numbered as your plan check.
Lodi Metal Tech., Inc. is the manufacturer of the mezzanine stairs and platform only, and our response is limited to
items 2 through 5. It is expected the owners Architect will respond completely.
2.) Web stiffeners -for det F,G,H are·existing at all beam ends that rest on columns -ref det Bl -2 and
sketch calcs # l lA. Det. EI S-2 added at all web locations of point reactions away from column top plates ..
3.) HS bolting.,.. Special Inspection Required added to S-1 (is subject to RCSC sect. 9 .1 of proper fastener ~
and bolted joint in firm contact.) ~
4.) Special Inspection -Form Completed and enclosed.. U
S.) Type of Anchor Wedge-specified on dwg S-1 det Q as 5/8" Phillips Red Head ICBO # 1372.
We trust the above meets with your approval.
Thank You,
E.W. Larson P.E. .
Director of Engineering
Lodi Metal Tech., inc. Attachments
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LODI >.!ETAL 'l'ECH. , INC.
For:
ISIS Pharma.ceutica1~ ... Inc.
1896 Rutherford Road October 1,2001
*Rev. January 10, 2002 Carlsbad, CA 92008
Project::
MEZZANINE PLATFORM
STUC~ CERTIFICATION
No.Sh
*1.)A..,.B
2. )
3. )
4.)
5.)
6. )
7.)
8.) A-0
9.)
10.)
11. )A-B
12.)
13.) A-B
14.)
15.)
16.)
17.)
Item/ bescriptiOn
General Layout Pian -Notes -Location Maps
Flooring -1 1/8" Structural Plywood
Floor joi$ts -A3 "C" 8x3x#14ga@ 24" o.c.
Beams@ Barge ~nds -A2 "C" 15"x4"x #lOga.
" @ Barge sides -Al "C" 15"x4"x #7ga
" @ Barge ands interior -A2 "2C"
Seismic -Layout & Coefficients
" -Analysis Transverse & Longitudinal (Governs)
Columns Tube Sect. 6"x 6"x 3/16" -9'-0" Length
" -Connections (Beams/Columns)
" " (Moment Capacity)
" -Base Plate & Anchor bolts
Concrete Slab ck. (Column Loads)
Railing -Guardr~il
" -Post Connection
Stairway -Stringer
" "'""Thread
PROJECT: Pre-Fabricated Free Standing Demountable Mezzanine
Platform for Light Storage.
LOADING: Vertical @ L .. L.= 125 psf
Lateral@ S~ismic ·zone ·rv (UBC 1997 Fig16-2)
(Active Fault "B" -Rose Canyon Fault @ 11 km)
MATERIAL: ASTM A570 w/ Fy -50 ksi (cold formed)
ASTM -ASOO w/ Fy = 46 ksi {Tube/Sect.)
CODE: U.B.C. 1997
<ISIS Pharmaceuticals.doc>
Prepared By:
E.W. Larson P.E.
Director of Engineering
Lodi Metal Tech., Inc.
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LODI ~TAL TECH,. , INC. ;
For:
ISIS Pharmaceqticals Inc·.
1896 Rutherfo~d-Road
ca_rlsbad, CA 9.2.0.os· .
Project:
MEZZANINE PLATFORM
)'
,I "::J
~i\lrl!;\Jt
"NP ~"~-"-'
II I
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., II I ;
"
~'l,.)-0
~l • •
,tot: -,..g I
t
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I I· 1 L,'O 13 ri
NO'l'ES:
* I)esign Coda tJBC 1997
* Designed for (125) psf Live Load
* Zone (IV) --·-.,. --
II
I
~ ") '5 l':i
\!
l
f
I I~,.,
•
Active Faul. t -Type ~'B" Rose Canyon Faul. t I! 11. 0 ka
* For Typical Structural Details see. (S2 & 83)
* Erection of the Mezzanine Must NOT Commence
Before Approval by Appropria1;4a Regul;atory Ag8J'.1,oy
MATERIALS:,
Jo.ists/ BeUIII ••• (fl6 to f7ga.) . , , Fy • 50klii
Col.U11111s •• (Struct_. 'l'ube) • • • • • Fy • 46ksj,
Pl.ates ... (1/4• & above) .•.•• Fy • 36ksi
Bolts •••• AS!J.'.M A307 (ham/Beam) -A32!5 *** (Beam/Column)
' I I I
•l 1,
r£n Jll
Concrete SJ.ab •• Thi:ckness • 5,5" Strength Fc • 3,800 psi with WNM
Soil. Bearing .. p • (1,500 psf)
, Qecking 1-1/8' T&G Plywood
l'ast:.n -w/ #10-24 x 1-3/4"
l'l.athead Sel.f-Tapping Fastener ... -= ..,:·-:.~: ~::: :.~.:~ (2000 l\CSC Sect.u:1 s~-T~ed l. .-.· :
t..= .J!oo
I h
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..,,. ' .... --.. -·-·
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l I ~_I
. ; •1,ccal ( • .,..~ .. :~ --_---,-1-.. ---r-:+-~-____ __,,_ _______ _
, I
1-------+ ___ __.. .. ··--------+-
A---,---.;------+---~---+-------··-----1--1
---.
ill
_2. +rJ) . ::: . ..,
3 ..,... _____ ..,... __ ,.. -----------,1---,-..----lr-----~-~~-----4---------~----+-{
,<....)
~ _.._.
-.... --------~---------·----------U----4"'------~------~t-------1
. ' ·oS ·.
' '
--:-··--· -------: --·--· -··-----
0-36
' ' ' ',
' ' ' ' '
' \ I I I \ \
\ \ \ '
', ' ' ' ' ' ' '
' '
Active Fault Near-Source Zones
This map is intended to be used in conjunction with
', ' ',
' ' ', '
the 1997Uniform Building Code, Tables 16-S and 16-T
\
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Ocea~id
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' ' ' ' \ \ \ \ \ \
\ \ \ \
CEf1sbad ', ' ' ' \ \
\ ' ' ' \ ' \ \
\ \ ~
o~as.
California Department of Conservation
Division of Mines and Geology
0
.. , ·' LEGEN.D I,.
See expanded legend and index map/' '·,· ,,
Shaded zones are within 2 km of known : .. 1
seismic sources. ·.:·
II Afault
~ Bfault ~
Contours of closest horizontal distance
to known seismic sources.
----------------· 5 km
----------------------·----
--------------
5
10 km
15 km
10
Kilometers· : ' . ~ ~
I ' • ,
;i
. I~.
1/4" is approximately equal t~ 1 km~ ·
iooi METAL lEcH., INc.
For:
ISIS Pharmaceuticals Inc.
1896 Rutherford Road
Carlsbad, CA 92008
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LODI, CALIFORNIA
RACKDECK 2.0
Copyright TMI, Inc., 1992, 1993
Panel _Type = Group I Plywood
Allowabie Deflec~ion = Width I 240
Depth (in) = 96 .. 0
Thickness {in) = 1-1/8
Support Conditions = Ends Supported
Panel Properties:
= 1.80 million psi
= 1.80 million psi
= 1650 psi
MOE (Strong Birection)
MOE {Weak Direction)
Bending Strength
Sh,ear Strengtn = 53 psi
Parallel to Front Edge Panel Orientation:
Width
{in)
Def·
(in)
Uniform
Load
{psf)
Total
toad
(lbs)
(Sanded)
Width
(in)
11'25" P~F-~ 24.
· 0 er.,-1 c.:;. ..::> 7 2 •
0.10 ~ 4510
·o.3o 12a 573
48.
96.
O,I~
s = Strength Governs
d = Oeflection Governs
Def
(in)
PREPARED BY SHEET NO .. --~ ..-·" ~ ·-i·.: .. '-_.t .... ,.1.,. ... -!.";,..-·....,_. ._.,
DATE DRAWi GNO.
NO. REVISIONS BY DATE
Uniform. Total
Load Load
(psf) (lbs)
0.20
0.40
44 d 1403
5 d 309
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NOTE: TOTAL LOAD MUST BE DISTRIBUTED OVER ENTIRE PANEL AREA
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Lodt Metal Tech ... lnc.
UBC 1997 Chapt. 22, Div. VII
1998 CA Bldg. Code .
Floor Joists
Floor__Joists
Proj......... 1s·1s Pharmaceuticals 10/1/01
(insert Span, Spacing, DL, LL, & Fy)
Joist Span= 12 lin. ft.
II Spee= i ft.on centers
Dead Load= 10 psf
Live Load = 125 psf
Steel Fy = 50 ksi
4.86 k-ft ~
~
M Design Moment= LL+ D.L. = w(I)" 2/ 8 = ......... =
AISI C3.1.1 (a) Ma= Mn/1;65 (eq CJ.1,.1)·... ... ... ... ... ... ... ... ... .. 7.23 k-ft >
Check Ref: ( Mn= Se*Fy (eq C3.1.1-1)...... ...... ...... ........ 11.93 k-ft)
or ... ( Mn= Sc*Mc/Sf (eq C3.1.2-1) ... NA-Joist is lateral braced via decking
S Section Modulus Required = Mlf (f = Fy/1.65) ... = 1.94 in-"3 < 4----,
OK
ck. Deflection = 5/384(w*l"4/(E*I) = 0.37 ins.<~
OK -Def. Allowable= Span/ 240 ....... = 0.60 inches
'C'-Section Physical Properties
~Width+
i
Height
x-x n,a. _.___-.I -
-bar
From Ref. AISI che.ck effective widths:
ck. flange= wit= ( 3-4tlt ) .......... _ 36
"L"= (1.052/k".S)*(W/t)*(f/E)".5 0.602
k=4, f=50/1.65 ksi
Therefore b=W w/ full section effective ....
(Enter the Underlined Values)
Height ~ in.
Width ~ in.
Lip 1 in.
Gage 0.075 in.
CaJculated Values full sections
Area.................... 1.16 in."2
Weight................ 3.94 # /lin.ft.
I x-x ..................... 11.449 in. "4
S x-x ................... 2.862 in. "3
r x-x .................... 3.143 in. "2
Y -bar ................. 0.933 in.
I y-y ..................... 1.481 in. "4
S y-y ................... 0.716 in. "3
r y-y .. . .. .. .. . . .. .. .. . .. 1.130 in. "2
<60 eq. B.1.a.1
< 0.673 eq. B2.1-4
eq.B2.1-1 o.k. to use
Mezzanine Certification I Plan Check ·
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End8eams
Lodi Metal Tech., Inc. Proj ........ · ISIS Pharmaceuticals · 10/1/01
UBC 1997 Chapt. 22, Div:VJL...:.· .. ~~-: ______ . _ -
1998 CA Bldg; Code
EndBeam
Note: Panel Ends carry 1/2 Unit Loads of Interior Joists; but sized with overall height
and "t" as Side Beam for Seismic Connection strength. Longitudinal and
Transverse. Therefore O.K. for verti~I loading
'C'-Section Physical Properties
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Height
x-x n.a ---...,., ---
From Ref. AISI check effective widths:
(Enter the Underlined Values)
Calculated Values
Height =
Width=
Lip=
Gage=
Values Area ..................... .
Weight .................. .
I x-x ...................... .
Sx-x ..................... .
rx-x ...................... .
Y -bar ................... .
I y-y ...................... .
Sy-y ..................... .
ry-y ...................... .
flange = wit = ( 4-4t)/t ......... .
''L"= (1.052/k" ,5)*(W/t)*(f/E)" .5
25. 73978 < 60 eq. 81 .1.a.1
0.430 < 0.673 eq. 82.1-4
k=4, f=50/1..65 ksi .
Therefore b=W w/ full section effective .... eq.B2.1-1 o.k. to use
Mezzanine Certification I Plan Check
1§ in.
~ in.
1.25 in.
0.1345 in.
3.32 in.A2
11.19 # / lin. ft.
105.880 in. A4
14.117 in. A3
5.646 in. A2
1.009 in.
6.432 in. A4
2.150 in. A3
1.392 in. "2
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Lodi Metal Tech., Inc.
'$ide Beams Exterior
Proj.: .. ·· ISIS Pharmaceuticals
:rs-,
10/1/01 /
::..· ',-·-· ----,. ;:
{ln~ert Span, Spacing, DL, _LL, & Fy)
Side Beams Exterior check C Side Span = 18
" Spee= 12
Dead Load = 10
lin. ft eff./sh. SA
ft.on centers
psf
Live Load = 125 psf
Steel Fy = 50 ksi
M . Design Moment= LL+ D.L. = w(I)" 2/ 8 = ......... = 32.81 k-ft ~-:-:-,
~ AISI C3.1.1 (a). Ma= ~n/FSf (eq C3.1-1)... ... ...... ............ ... .. 46.35 k-ft >
Check Ref: ( Mn :;: Se*Fy ( eq C3.1.1-1)... .. . .. . .. . . .. .. . . .. .. . .. 76.48 k-ft )
or ... ( Mn = Sc*Mc/Sf .( eq C3.1.2-1) ... NA -Beam is lateral braced via decking
S Section Mo~ulus Required = M/f (f = Fy/1.65) ... = 13.12 in-"3 <
o.k.
ck. Deflection= 5/384(w*1"4/(E*I) =
Def. Allowable= Span/ 240 ..... :.=
'C'-Section Physical Properties
0.46
0.90
inches<~
o.k.
inches
(Enter the Underlined Values)
+Width_.. Height = 15 in.
i
Width = ,4 in.
Lip = 1.25 in.
Gage= 0.1795 in.
Height
x-x n.a. _..,___,,,I_ Calculated Values
. I Area .................... ..
Weight .................. .
I x-x ..................... ..
s x-x .................... ..
r x-x ..................... ..
Y -bar ................... .
I y-y ..................... ..
s y-y .................... ..
ry-y ..................... ..
From Ref. AISI check effective widths:
flange = wit = ( 4-4t)/t . . . . . . . . . . 18.28 < 60 eq. 81.1.a.1
"L"= (1.O52/k".5)*(W/t)*(f/E)\5 Q.306 < 0.673 eq. 82.1-4
k=4, f=50/1.65 ksi
Therefore b=W w/ full section effective .... eq.82.1-1 o.k. to use
Mezzanine Certification I Plan Check
4.34 in."2
14.77 # I lin. ft.
137.663 in. "4
18.355 in. "3
5.630 in. "2
1.015 in.
8.333 in. "4
2. 791 in. "3
1.385 in. "2
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. . --. -~ -.. . --------..... BIB Interior Side Beam
·LodlMet,1 Te¢h,, inc .. ~--·---Proj.... ISIS Pharmaceuticals
.• ( Insert Span, Spacing, DL, LL & Fy underlined)
Side Beams Interior
(depth to match side rails)
(very low bending loading)
JC Side Span
ti Spee
. Dead Load
Live Load
Steel Fy
18 lin. ft. eff. span
12 ft.on ctrs avg.
10 psf
125 psf
50 ksi
Design Moment= LL+ O.L. = w(I)" 218 = ......... = 65.61 k-ft ... 4111-----+,
o.k.
AISI C3.1.1 (a) Ma= Mn/FSf (eq C3.1-1)......................... 92.70 k-ft > ___ _.
M
Check Ref: ( Mn=Se*Fy(eq.C3.1.1-1) ......................... 152.96 k-ft)
or ... ( Mn= Sc*Mc/Sf (eq C3.1.2-1) ... NA-Beam is lateral braced via decking
S Section ModulU$ Requi[ed = M/f (f = Fy/1.65) ... = 26.24 in-"3 <------i
ck. Deflection = 5/384(w'*l"4/(E*I) 0.46
Def. Allowable = Span / 240 ....... = 0.90
Back-Back C-Section Physical Proper(ies
inches3 o.k.
inches
(Enter the Underlined Values for a single 'C' sect only)
i
Height
x-x n.a ------
y-bar I
I
From Ref. AISI check effective widths:
. flange = wit = ( 4-4t)/t . . . . . . . . . . 18.28
"L"= (1.052/k".5)*(W/t)*(f/E)".5 0.306
k=4, f=50/1.65 ksj
Therefore b=W w/ full section effective ....
Calculated Values
Height =
Width=
Lip=
Gage=
Area ..................... .
Weight .................. .
I x-x ...................... .
Sx-x ..................... .
rx-x ...................... .
. ( single sect. y-~ )
I y-y ...................... .
Sy-y ..................... .
ry-y ·······················
< 60. eq. 81.1.a.1
< 0 .. 673 eq. 82.1-4
eq.82.1-1 o.k. to use
Mezzanine Certification· 1 Plan Check
15 in.
~ in.
1.25 in.
0.1795 in.
8.69 in."2
29.53 # /tin ft.
275.326 in. "4
36.710 in. "3
5.630 in. "2
1.015 in .
25,609 in. "4
6.402 in. "3
1.717 in. "2
10/1/01 ·
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Seismic Eq. 30-5
L,odl Metal Teph .. Inc. Proj.-:-!SI$. Pharmaceuti_cals ... -. . ~ .. -
UBC1997 Fault Type ~ Active FaLJlt Near-Source Zones
1998 Csflfomla Building Code Name-· J~ose Canyon Fault
-. ( l_~s_ert the follONing underiined values)
Seismic Zone Factor
·Importance Factor ....
Soil Profile Type ....
"Ca" Coff. ..............
"Cv" Coff ...............
End~ "R" Coff. ............
"Na" Source Vel ........
"Nv" Source Acc .....
Typical Mezzanine Plan "hn" mezz height. ...
Design Live Load ......
Max. Dead Load .......
Column Space-Long.
" " -Trans.
Mezzanine Area .......
Seismic Zone.......... IV "T'' =0.035(hn)"3/4
v total standard = (Cv Nv I / RT) W = (eq. 30-4)
v max. reqd = ( 2.5 Ca Na I /R) W = (eq 30-5)
v min. allow= ( 0.11 ca Na I) W = (eq 30-6)
If Zone IV must ck. v min = ( 0.8 Z Nv I/ R) W = (eq 30-7)
May ck simplified static -v = 3.0 (Ca Na /R) = (eq 30-11)
W = .25 L.L. + -D.L. = ............................. .
Use eq. 30-5 v ----.---------------•
V ( total shear load) -----------
From General.Layout (see Sht # 1 )
Longitudinal............ g ·
Corner Column 'V' per column ........................... .
Exterior Column 'V' per column ......................... .
Interior Column 'V' per column ............. ;: ........... .
Beams Vertical Design '\v''Loa(1.(Exterior) .......... .
Beams Vertical Design ''w" Load.(lnterior) ........... .
Transverse.............. i
Corner Column 'V' per column
Exterior Column 'V' per column ........................ ..
Interior Column "V" per column ......................... ..
Beams Vertical Design "w'' Load (!:xterior) ......... ..
(Beams Vertical Design "w" load (Interior) ........... .
• rcorn~ Col. Axi~I Load "~' f fr~m ~ide ~ails} ....... .
Plus Extenor Col. Axial Load P' ( ) ......... .
nterior Col. Axial Load "P'' ( " " " ) ..... , .. ..
0.545
1.089 ·
2.178
0.810
1.620
0.545
1.089
2.178
0.135
0.270
7.290
14.580
29.160
kips
kips
kips
kips/ lin ft.
kips/ lin ft.
kips
kips
kips
kips/ lin ft.
kips/ lin ft.
kips
kips
ltjps
0-36
11.0
0.4
1
Sd
0.44
0.64
4.5
1.0
.1Q .. i
125
10
18
12
665
0.637
0.223
0.244
0.048
0.071
0.293
41.25
10.08
6.71
0.389
0.778
1.556
0.060
0.120
10/1/01 #l /
map num.
km Dist.
Tbl.# 16-1
Tbl.# 16-k
Sec 1632.2
Tbl # 16-Q
Thi# 16-R
Tbl.# 16-N
Tbl # 16-S
Tbl # 16-T
ft. Ct=.035
psf
psf
ft. avg.
ft. (avg.)
ft."2 each
(eq 30-8)
xW (coff)
xW (corr)
xW (corr)
xW (coff.)
xW (coff.)
psf Select
psf Seismic ----
kips
Seismic = (E / 1.4) kips
Seismic = (E / 1.4) kips
Seismic = (E / 1.4) kips
DL kps 0. 750 LL kps
DL kps 1.500 LL kps
0.389 Seismic= (E / 1.4) kips
0. 778 Seismic = (E / 1.4) kips
1.556 Seismic= (E / 1.4) kips
0.010 DL kps 0.125 LL kps
0.020 DL kps 0.250 LL kps
0.540 DL kps 6.750 LL kps
1.080 DL kps 13.500 LL kps
2.160 DL kps 27.000 LL kps
Note: Floor joist fran:ie into Side RaiJs wh~ch carry mo~ ~ertical loads -........ Long. _povems
( End Rails carry only 1/2 vertical loads of Joists) -...................... Trans.
Check Governing Lateral Loads in either/ or Longitudinal / Transverse Directions
For lateral analysis-Staad Ill sht# 8-with load combos per UBC' 97 Sect. 1612.3.2, eq. 12-13-= D+L+E/1.4
Eh= 'V' (eq.30-1) E; = pEh+Ev 1 Therefore use "V' above
w/ ASD Ev=O (eq. 30-3) p = 2 -20/r*Ag*.5 .... 0.294 min= 1 max= 1.5
r = . 7*2 adj cols/Sum ''\/' . . . . 0.455 cof. -see plot plan
Mezzanine Certification I Plan Check
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7.
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9.
**********************************·**************** * * * * * * * * *
II TA AD -U::I
Revi•ion 22-. 3a
Proprietary Program o~
Reeearoh Engineer•, :Inc.
OCT 1, 2001
15-:39:21
* * * * * * * * * USER ID: Reeearch Engineer•·, :Inc.
***********************************~**************
STAAD PLANE -ISIS PHARMACEUTICALS -LONGITUDINAL
INPUT WIDTH 72
UNIT FEET KIP
JOINT COORDINATES
1 .000
2 4.0QO
3 18.000
4 29.330
5 4,000
6 18,000
7 29.330
8 8. 667
9 13.333
10, 21.777
11 25.553
MEMBER INCIDENCES
1
START
TABLE
END
2
3
4
5
6
7
8
9
10
USER TABLE
1 MEZZ-1
l
2
3
5
6
7
8
9
10
11
9.000
9.000
9.000
9.000 .ooo
.000
.000
9.000
9,000
9.000
9.000
2
8
10
2
3
4
9
3
li
4
MEMBER PROPERTY AMERICAN
4 TO 6· TABLE ST TUB60603
1 -UPTABLE l ClS-7 2 3 7 TO 10 UPTABLE l DC15-7
MEMBER RELEASE
3 START MP .9
8 END MP .9
.000
.000 .boo
.000 .ooo .ooo
.000
.000
.000
.000
.000
PAGE NO. 1
10.
11.
12 ..
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
.23.
24.
25.
26.
27.
28.
29.
30.
31.
32.
33.
34.
35.
36. 37.
38.
39.
40.
41.
CONSTANT
E STEEL ALL
SUPPORT
User ID: Research Engineers, Inc.
5 TO 7 PINNED
LOAD 1 ,DL @· 100%
42. MEMBER LOAD
43. 1 UNI GY -.06
44. 2 3 7 TO. 10 UNI GY -.. 12
45. LOAD 2 LL@ 100%
4'6. MEMBER LOAD
47. l UNI GY -.75
48. 2 3 7 T.O 10 UNI GY -1.5
4·9. LOAD 3 SEISMIC @ 100%
50. JOINT LOAD
51. 2 4 FX • 778
PAGE NO. 2
52. 3 E'X 1.556 53. LOAD COMB 4 (DL +LL+ SEISMIC)/1.33
54. l .75 2 .75 3 .75
55. PERFORM ANALYSIS
56. LOAD LIST 1 TO 4
57. PRINT MEMBER FORCES ALL
PROB L·E M ST AT :IS T :IC S
NOMBE:R OF JO:IN'l?S/MBMBER+ELEMENTS/SUPPORTS • 11/ 10/ 3
·OlUG:INAL/1!':INAL BAND-W:IDTH • 7 / 2
TOTAL PRIMARY LOAD CASl!:S • 3, TOTAL DEGREJ!:S OF li'REEDCM • 27
S:IZE Oi'ST:IITNESS MATR:IX • 189 DOUBLE PREC. WOlU>S
UQRD/AVAJ:L. D:ISlt SP.ACS• 12.02/ 2047.7 MB, EXHEM • 1953.1 MB
++ Proce·ssing Element Stiffness Matrix.
++ Processing Global Stiffness Matrix.
++ Processing Triangular Factorization.
++ Calculating Joint Displacements.
++ Calculating Member Forces.
15:39:21
15 39 21
15 39 21
15 39 21
15 39 21
I ~Bo/ I a, ,;, • I "' .. CSl N .. a, 'I" "'. ·(T) [L CSl :c -• .... N w ~ ..J w II w '-II z w ·I ·:z .z ..J u. :i: ..J I-N N I-c., :c :c .... 0 z I-I-:::, I z z w w m w • I-
:c :c
0 "' 0 <
:c :c 0
I
I Lil Cl a
Lil' CD (l"J
Lil Cl
~ N N ..J
N <
N z
H
:I-:> 0 :::,
II II UJ I-
E E a: H
:, :, t!)
E E z
·1. I-0
IC IC ..J
D D
:c :c a
_J lfl
..J ·1 "' "' <
"' a.. c.,
... • N H
:--... I-:::, w 'I" II I-c.,
I z <
....J en :c
II a:
0 N a <
< :c :c
[L 0
..J I-a.. I; z lfl
·a: "' w "' H
0 .. :c • lfl
c::, 0 a H
Ill J; <
I < w
I-..J
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-1·
Lil r--
a, CD
N "' '" • '" '" I II CSl
E II :,
E :c
I IC
D II :c ..,
I < trJ CSl ISi
I-w < z OJ OJ
0 < CSl CSl s trJ 'I" N
..J w [L
I a: :::, II
I-II !I II
c., w II II II II II II X X X
:::, a. .., < < < a: >-.., :c w Ill a: ..J :c :c :c
1-, I-z z z z z z X >-N
I Ill
,~'T-.-.ITTF.Tt ..... Tt.-..TO~t""~'\T • n.,. "T!:l.i:ol"\
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I s TA AD P O S T -Q U E R y (REV : 22.3)
Query :SECTION DISJ?LACEMENT, MEMBER # 6
Title:-I$IS. PHARMACEUTICALS -LONG ITUDINAL
Date: OCT 1, 2001
Member # 6
~z
7 4 rx TH= .19 I
DT= 6.0 W'I'= 6.0
I
j<:1 L= 9.00 Fltl Beta= 0
Load # 4, Units (INCH ...
Length X y z
. .OOOL .0000 .0000 .. 0000
.083L .0724 -.0005 .0000
.167:f_. .1438 -.0011 .0000
.250L .2129 -.0016 .0000
.333L . 2.788 -.0022 .0000
.417L .3404 -.0027 .0000
.500L .3966 -.0033 .0000
.583L .4463 -.0038 .0000
.667L .4883 -.0044 .0000
.750L . 5218 -~0049 .0000
.833L .5454 -.0055 .0000
.917L .5583 -.0060 .0000
1.00L .5591 -:0066 .0000
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-ISIS PHARMACEU/fICALS -LONGITUDINAL
MEMBER END :roRCl:8 ll'I'RUCTURJC TXPJ: '!'!' PLANE
-----------------ALL. UNJ:TS ARE --ltIP l'J!:Z'l:.
·MEMBER LOA.D JT AXIAL SHEAR-Y SHEAR-Z·
1 1 1 .00 .00 .00
2 .00 .24. .00
2 1 .00 .00 .oo
2 .00 3.00 .00
3 1 .00 .oo. .00
2 .oo .00 .OQ
4 1 .00 .00 .00
2 .oo 2.43 .00
2 1 2 .03 .85 .oo
8 -.03 -.29 .00
2 2 .34 10.66 .00
8 -.34' · -3.66 .00
3 2 -.30 -.99 .00
8 .30 .99 .00
4 2 .05 7.89 .00
8 -.05 -2.22 .oo
3 1 3 :02 . 71 .00
10 -.02 -.25 .00
2 3 .25 8·.83 .00
10 -.25 -3.17 .oo
3 3 .32 -1.25 .oo
10 -.32 1.25 .oo
4 3 .44 6.22 .oo
10 "'-,.44 -1.63 .oo
4 1 5 1.09 -.03 .oo
2 -1.09 .03 .oo
2 5 13.66 -.34 .00
2 -13-.66 .34 .oo
3 5 -.99 1.08 .00
2 .99 -1.08 •. 00
4 -5 1.0.32 .53 .00
2 -10 •. 32 -.53 .00
5 1 6 1.53 .01 .00
3 -1.53 -.01 .00
2 6 -19.18 .10 .00
3 -19.18 -.10 .00
3 6 -.26 .93 .00
3 .26 -.93 .00
4 6 15.34 .78 .00
3 -15.34 -.78 .00
Ub~l. 1u: Kesearcn t.ngineers, .LflC.
PAGE NO. 3
#8~
TORS:J:ON )Dl-'f KM-Z
.00 .00 .00
.00 .00 -.48
.00 .00 .00
.00 .00 -6.00
,()0 .00 .oo
.00 .oo .00
.00 .00 .00
.00 .00 -4.86
.oo .00 .73
.00 .00 1. 94
.oo .00 9.10
.oo .00 24.30
.00 .00 -9.74 .oo .00 5.13
.00 .00 .06 .oo .00 23.53
.oo .00 .48
.00 .oo 1.33
.00 .00 6.06
.00 .00 16.61
.00 .oo -4.28
.00 .00 -.44
.00 .00 1.69
.00 .oo 13.12
.00 .00 .00 .oo .oo -.25
.00 .00 .oo
.00 .00 -3.10
.00 .00 .00
.00 .00 9.74
.oo .00 .00
.00 .00 4.80
.00 .00 .00
.oo .00 .07 C:.&?bo. F:iA~ .oo .00 .00
.oo .00 .86 ~
.00 .00 .oo
.00 .00 8.38
.00 .00 .00
.00 .00 6.98
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-ISIS PHARMACEUTICALS -LONGITUDINAL
MEMBER END FORCES STRUC'.roRE TYPE •· PLANE
-----------------ALL UN:ITS ARE --!UP l'ZET
-~ER LOAD JT AXl:AL SHJ!!AR-Y SBJ:AR-Z
6 l 7 . 65 .d2 .00
4 -.65 -• (>'2 .oo
2 7 8.16 .25· .Qb
4 -8.16 -.25 .00
3 7 1.25 1 •. 10 .oo
4 -1,25 -1.lO .00
4 7 7.55 L03 .00
4 -7.55 -1.03 .00
7 l 8 .03 .29 .oo
9 -.03 .27 .00
2 8 .34 3.6,6 ,00
9 -.34 3.34 .00
3 8 -.30 -.99 .. oo
9 .30 .99 .oo
4 8 .05 2.22 .00
9 -.05 3.45 .00
8 l 9 .03 -.27 .00
3 -.03 .8·3 .oo
2 9 .34. -3.34 .00
3 -.34 10.34 .·00
3 9 -.30 -'-,99. .oo
3 .30 .99 .oo
4 9 .05 -3.45 .00
3 -.Q5 9.12 .'oo
9 1 10 .02 .25 .00
11 -.02 .20 .00
2 10 .25 3.17 .00
11 -.25 2.50 .00
3 10 .32 -1.25 .00
11 -.32 l.?5 .00
4 :i.o .44 1..63 .00
11 -.44 2.96 · .00
10 ·1 11 .02 -.20 .oo
4 -.02 ., .65 .00
2 11 .25 -2.50 .oo
4 -.25 8.16 .oo
3 11 .32 -1,.25 .oo
4 -.32 1.25 .oo
4 11 .44 -?,96 .oo
4 -.44 7-.55 .oo
U~t:L J.v. l"\t;::::,1;::aL'-.,..Jl c..11y..1..ut::1::Lv, .J..HL..
PAGE NO. 4
#gp
TORS:ION M:M-Y M:M-Z
.00 .00 .oo
.. 00 .oo .18
.00 .00 .oo
.00 .00 2.24
.00 .00 .00
.00 .oo 9.89
.00 .00 .oo
.00 .oo 9.23
.oo .oo -1.94
.00 .oo 2.00
.oo .oo -24.30
.00 .oo 25.03
.00 .00 -5.13
.oo .oo .52
.00 .oo -23.53
.oo .00 20.66
.oo .00 -2.00
.00 .00 -.55
.00 .oo -25.03
.00 .oo -6.91
.00 .oo -.52
.oo .oo -4.lO .oo .00 -20.66
.00 .oo -8.67
.oo .00 -1.33 .oo .oo 1.43 .oo .00 -16.61
.00 .00 17.88
.00 .oo .44
.00 .oo -5.16
.00 .oo -13.12
.00 .oo 10.61
.00 .00 -1.43
.00 .oo -.18
.00 .oo -17.88 ,oo .oo -2.24
.00 .oo 5.16
.00 .00 -9.89
.00 .oo -10.61
.oo .00 -9.23
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-ISIS PHARMACEUTICALS -LONGITUDINAL PAGE NO. 5
************** END OF LATEST ANALYSIS RESULT**************
58. PRINT SUPPORT REACTIONS
User ID: Research Engineers, Inc.
-IS~S PHARMACEUTICALS-· LONGITUDINAL --PAGE NO. 6
SUPPORt RJ:AC'ri:ONS -JJNJ:'r IUP i'EZ'r STRUC~ TYPE• PLANJ:
-----------------
J9:IN'r LOAD l'ORCZ-X FORCZ-:r Jl'ORCZ-Z i«:H-X )D{-Y
5 1 .03 1.09 .oo ,00 .00
2 .34 13.66 .00 .OQ .00
3 -1 .• 08 -•. 99 .00 .oo .00
4 -.53 10.32 .00 .oo .00
6 1 -.01 1.53 .00 .00 .00
2 -.10 19.18 .00 .oo .00
3 -.93 -·.26 .00 .oo .oo
4 -.78 15.34 .00 .oo .00
7 1 -.02 .65 .00 .oo .00
2 -.25 8.16 .00 .00 .00
3 -1.10 1.25 ,,00 .oo •. 00
4 -1.03 7.55 .00 .00 .00
******·******** END OF LATEST ANALYSIS· ~SULT ************·**
59. FINISH
***·************ END OF STMD-III ***************
*·*** DATE= OCT 1, 2001 TIME= 15:39:21 ****
*****************************·****************************
*
* *
*
For questions on STAAD-III, contact:
Research Engineers, ~nc at
West Coast: Ph-(714) 974-2500 Fax-(714) 921-2543
East Coast: Ph-(508) 688-3626 Fax~ (508) 685-7230
*
*
* * *********************************************************
)D{ z
.00 .oo
.00 .oo
.00
.00
.00
.00 .oo
.00
.00
.00
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**********************************·**************** * * * * * * *
ST A AO -:III:
Revi•ion 22.3a
Proprietary Proqram o~
Re•••rch Engin-r•, Inc.
Date-OCT l, 2001
Ti-. 16:11.:~3:
* * * * * * * * * * USER IO: .Re••arch Engineer•, Inc. *
*****************'***********'********************
1.
2 .•
3.
4.
5.
STAAD PLANE -ISIS PHA~CEUTICALS -TRANSVERSE
;INPUT WIDTH 72
6,.
7.
8.
9.
10.
11. rz.
13.
14.
15.
i6.
17. is.
19.
20.
21.
22.
23.
24.
25.
26.
27 •
28.
29.
30.
31.
32.
33.
34. 35.
36.
37.
3.8·.
39.
40.
41.
UNIT FEET KIP
JOINT COORDINATES
1 .000
2 12. 000
3 24.170
4 .000
5 12.000
6 24.170
MEMBER INCIDENCES
1
2
3
4
5
START USER TABLE
TABLE 1 MEzz·-1
END
1
2
4
5
6
MEMBER PROPERTY AMERICAN
3 TO 5 TABLE ST TUB60603
1 2 UPTABLE 1 DC15-10
CONSTANT
E S'J'EEL ALL
SUPPORT
4 TO 6 PINNED
. LOAD l DL@ 100%
MEMBER LOAD
1 2 UNI GY -.02
JOINT LOAD
1 3 FY -LOS
2FY--2.16
LOAD 2 LL@ 100%
MEMBER LOAD
l 2 UNI .GY -.25
JOINT LOAR
1 3 FY -13.5-
2 FY -27.
LOAD 3' SEISMIC @ 100%
JOINT LOAD
1 3 ~ .778
~ .. 000
9.000
9.000
2
3,
1
2
·3
.000
.000
.000
-ISIS PHARMACEUTICALS -TRANSVERSE
42. 2 FX 1.556
43. LOAD COMB 4 (DL +LL+ SEISMIC)/1~33
44. 1 . 75 2 • 75 3 • 75
45. PERFORM ANALYSIS
PROB L E,M ST AT I 8 TICS ----------------------.--.--------
.000
.000
.000
.000
.000
.000
'NUMBER OF JO:INTS/MBMBJ!:R+ELEMENTS/SUPPORTS • 6/ 5/ 3
OlUG~/i':INAL BANt>-lf:IDTH • 3/ . 2
'rO'l'AL PRIMARY LOAD CASES ""! 3, ~ DEGIU!:E;.S OF li'REEDCM •
SIZE OF STIITNESS MATRDC • · 84 DOPBLI: PRBC. WIOIU)S
..&. ...., • .. "'--., '-<.A.._ .,_ ~ • ....,. • '::, .._ • • .,_. '-.._ -' I
PAGE NO. 1
User ID: Research Engineers, Inc.
PAGE NO. 2
12
REQN)/AVAII.. OISJ.t SPACE• 12.01/ 2047.7 ~, ~ • 1953.1 MB
++ Processing Element Stiffness Matr-ix.
++ Processing·Global Stiffness Matrix.
++ Processing Triangular Factorization.
++ Calculating·Joint Displacements.
++ Calculating Member Forces.
46. LOAD LIST 1 TO 4
47. PRINT MEMBER FORCES ALL
16:11:23
16:11:23
16:11:23
16:11:24
16:11:24
;-
' )
)
1 n-
1
j
'
' 1 ,
)
----···--
I
I
STRUCTURE DATA
T-YPE = PLANE
NJ = s·
NM= 5 I N·E 0 =
NS = 0
NRJ= 3
NL = 4
XMAX= :;14.2
YMAX= 9.0
ZMAX·= • 0
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1·
\/ . .,,
'"'
27
Maximum=
J=S,M=S
-
1 • l'.13
3. 1 S
-------
SCDR LOAD= 4 I
I
2 .l"-'13 3'
\).,,,
2
\/ ....
Is JG
I. M·ax i mum= 7.45
MOMENT MZ LN= 2
, 19
11 ,27
Maximum= 9.95
S T A A D POST -PLOT CREV: 22.3a)
TITLE: -ISIS PHARMACEUTICALS -TRANSVERSE
-·-· ----
· MN/ELEM
MOMENT MZ LN= 4
~ n~ 7.21
MOMENT MZ LN= 3
JI, 13
UNIT FEE KIP
DATE: OCT 1, 2001
-
~
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S T A A D P O S T -Q U E R Y (REV : 22.3)
Query:SECTION DISPLACEMENT, MEMBER # 5
Title:-ISIS PHARMACEUTICALS -TRAN SVERSE
Date: OCT 1, 2001
Member# 5 y
6 3 [!}z rx TH= .19 I
DT= 6.0 WT= 6.0
I Ja L= 9.00 Fi!l Beta= 0
Load # 4, Units (INCH
Lern;,1th -x y z -
.000L .0000 .0000 .0000
.083L . 0'633 -.0009 .0000
.167L .1257 -.0019 .0000
.250L .1865 -.0028 .0000
.333L .2447 -.0037 .0000
.417L .2995 -.0047 .0000 .soot .3500 -.0056 .0000
.583L .3955 -.0065 .0000
.667L .4351 -.0075 .0000
.750L . 4679 -.0084 .0000
.833L .4931 -.0094 .0000
.917L .5098 -.0103 .0000
1.-00L .. 5172 -.0112 .0000
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ll
1:
-ISIS PHARMACEUTICALS -TRANSVERSE
MEMB!!R END l'ORCES STRUCTURE 'rYPE • PLANJ:
--------.----.---ALL UNI:'rS ARZ --IUP Jl'EJ:'r
MEMBER LOAD J'r AXµL SHEAR-Y SHEAR-Z
1 1 1 .00 :10· .00
.2 .00 .14 .oo
2 1 .06 1.28 .00
2 -.06 1. 72 .00
3 1 -.23 -1.1.7 .. oo
2 .23 1.17 .oo
4 1 -.12 .16. .00
2 .12 '2.27 .00
2 1 2 .oo .14 .oo
3 .oo .10 .oo
2 2 .06 1. 73 .00
3 -.06 1.31 .00
3 2 .22 -1.15 .00
3 -.22 1.15 .oo
4 2 .22 .54 .oo
3 -.22 1.92 .00
3 1 4 1.18 ,00 .00
1 -1.18 .00 .00
2 4 14. 78 -.06 .oo
1 -14. 78 .06 .oo
3 4 -1.17 1.00 .00
1 1.17 -1.00 .00
4 4 11.10 .70 .oo
1 -11.10 -.70 .00
4 1 5 2.44 .00 .oo
2 -2.44 .00 .00
2 5 30.45 .00 .00
2 -30.45 .00 .00
3 5 .02 1.11 .oo
2 -.02 -1.1i ,00
4 5 24.68 .83 ._00
2 -24.68 -.83 .oo
5 1 6 1.18 .oo .oo
3 -1.1~ .00 .00
2 6 14.81 .06 .00
3 -14.81 -.06 .oo
3 6 1.15 1.00 .00
3 -1.15 -1.00 .00
4 6 12.86 ,80 .00
3 -12.86 -:-.80 .00
U.::>t:J. iu. n.i;;:::>1.::0..L~U .C.Ul.j J.Ut::C.L.::>, J.lJ.\,....
PAGE NO. 3
#g_;-/
TORSI:ON M>!-Y MCM-Z
.00 .oo .04 .oo .oo -.25
.00 .oo .53
.00 .oo -3.13
.00 .oo -9.04
.00 .oo -4.97
.00 .oo -6.34
.00 .oo -6.27
.oo .oo .25
.00 .oo -.04 .oo .oo 3.15 / .00 .oo -.55 .oo .oo -4.98
.00 .oo -9.03
.00 .oo -1.18 .oo .00 -7.21
.oo .oo .00
.00 .oo -.04
.00 .oo .00
.oo .oo -.53 .oo .oo .00
.00 .oo 9.04
.00 .oo .00
.00 .oo 6.34
.00 .oo .00
.00 .00 .00 Ce:,,'-'fi-t~Y .00 .oo .00
.00 .oo -.01 ~
.09 .00 .oo .oo .oo 9.95 .oo .00 .00
.00 .oo 7.45
.00 .oo .00 .oo .oo .04 Mr.)' .00 .oo .00 C'el...
.00 .00 .55
.00 .oo .00
.00 .00 9.03
.00 .oo .00 .oo .oo 7.21
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-ISIS PHARMACEUTICALS -TRANSVERSE
************** END 0F LATEST ANALYSJS RE:SUf.T '******·********
48-. PRINT SUPPORT REACTIONS
~ . . -· -
-ISIS PHARMACEUTICALS -TRANSVERSE
StJPPOR'l' REACT:IONS -UN:I'l' IUP FU:'l' STRUCTURE 'l'XPE • PLANE
-----------------
JO:IN'r, LOAD i'ORCE-X FORCE.-r i'ORCJ:-Z M::M-X N:M-r
4 ·l .00 1.18 .00 .oo .00
2 .06 14. 78 .oo .00 .00
3 --1.00 -1.17 .00 .00 .00
4 -.70 11.10 .00 .00 .oo
5 1 .00 2.44 .oo .oo .00
2 .oo 30.45 .oo. .00 .00
3 -1.11 .02 .00 .00 .00
4 -.83 24.68 .00 .00 .00
6 1 .00 1.18 .00 .DO .00
2 -.06 ·i4 .81 .oo .00 .oo
3 -1.00 1.15 .00 .00 .00
4 -.80 :t.2.86 .00 .00 .00
************·** END OF LATEST ANALYSIS RESULT *************'*
49. FIN+SH
*************** END OF STAAD-III ***************
**** DATE= OCT 1,2001 TIME= 16:11:24 ****
******************·*******.********************************
*
*
* *
For questions on STAAI)-III, contact:
Research Engineer·s, Inc at
west Coast: Ph-(714) 974-2500 Fax-(714) 921-2543
East Coast: Ph-(508) 688·-3626 Fax-(508) 685-7230
* *
*
* ** ** ** * ** ** * *-* * ** * * *** * ** ** * *** ** * * **********-Ji:***********
V.::>CJ. _ _,. 1.'\.C..:>CQ.1,.._,,1 L.L.L~.J.!!1-1-.L-.J/
PAGE NO. 4
User ID: Research Engineers, Inc.
PAGE NO. 5
!OCZ
.00
.00
.00
.00
.00 ~-· -c~i. V
.00 . '·! .t),<'
.00
.00
.00
.00
.00
.00
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34.
35.
36.
37.
38.
39.
40.
41.
***************************·***********************
* *
* STAAD -t:i::i: *
* Revision 22.3a *
* Proprietary Proqram o~ -*
* Research Engineers, :r:nc. *
* Date-OCT 2, 2901 *
* TiJ!MI-10:33:22 *
* * * usu m: Research Enqineers, :r:nc. *
**************************************************
STAAD PJ;,ANE -ISIS PHARMP.CEUTICALS -EXTERIOR LONGITUDINAL
INPUT WIDTH 72
UNIT FEET KIP
JOINT COORDINATES
1 .000
2 18.000
3 27.330
4 29.330
5 .000
6 18.000
7 27.330
MEMBER INCIDENCES
1 1
2 2
3 3
4 5
5 6
6 7
START USER TABLE
TABLE 1 MEZZ-1
END
MEMBER PROPERTY AMERICAN
4 TO 6 TABLE ST TUB60603
1 TO 3 UPTABLE 1 Cl5-7
MEMBER RELEASE
2 START MZ
CONSTANT
E STEEL ALL
SUPPORT
5 TO 7 PINNEO
LOAD 1 DL@ 100%
MEMBER LOAD
1 TO 3 UNI GY -.06
LOAD 2 LL@ 100%
MEMBER LOAD
l TO 3 UNI GY -.75
LOAD 3 SEISMIC@ 100%
JOINT LOAD
1 3 FX .389
9.000
9.000
9.000
9.000
2
3
4
1
2
3
.000
.000
.000
i FX • 778 LOAD COMB 4 (LL+ DL + SEISMIC)/1.33
.000
.000
.000 .oo·o
.ODO .ooo
.000
PAGE ~O. 1
.#.
User ID: Research Engineers, Inc.
-ISIS PHARMACEUTICALS -EX~ERIOR LONGITUDINAL PAGE NO. 2
42. 1 . 75 2 • 75 3 . 75
43. PERFORM ANALYSIS
PROBLEM ST AT J: s·T J: CS
NTJMBER OJ!' JOIN'rS/MEMBER+ELEMENTS/SUPPORTS • 7/ 6/ 3
ORJ:GINAL/J!'INAL BAHD-lllDTH • 4/ 3
TOTAL PRIMARY LOAD CASES • 3, '.r0'1'AL DEGREES OF FREl!:DCM • 15
S:CZl!: OF ST:c:&'i'Nl!:SS MATRDC • 120 DOOBLJ: PlUCC. WORDS
RJ:QIU)/AVAJ:L. D:tSlt SPA.CJ: ~ 12. 01/ 204 7. 7 .MB, EXMEM • 1953 .1 MB
++ Processing Element Stif.fness Matrix.
++ Processing Global Stiffness Matrix.
++ ~rocessing Triangular Factorization.
++ Calculating Joint .Displacements.
++ Calculating Member Forces.
44. LOAD LIST l TO 4
45. PRINT MEMBER FORCES ALL
10:33:22
10:33:22
10:33:22
10:33:22
10:33:22
l
{ ' ! l
l' i
13
l l:l I J I 1 ,Ii
I l
l
' )
1
)
---
STRUCTURE DATA
TYPE = PLANE
N,J = 7
NM = 6
NE= 0
NS = 0
NRJ= 3
NL= 4
XMAX= 2!;!, 3
YMAX= 9. Ill
ZMAX= ,Ill
---
.119
5
7 .,1 ~
Maximum=
J=7,M=6
_, -------
SCDR LOAD= 4
.-131 , 2 .1·22 3g .,22
11 ,R'
.121 .11s
7
Maximum= 19 .10
MOMENT MZ LN= 2
.~s
23,58 Maximum= 4,68
5 T A A D PO 5 T -PLOT <REV: 22.3a)
TITLE: -ISIS PHARMACEUTICALS -EXTERIOR LONGIT
---
"E"BER
MOMENT MZ LN=
B.73
-
4
11 J<:.::: ... J 9 ·':, Lt-¥1 .... ::::;;?o. • IA
MO'l':IENT MZ LN= 3
"'· 69 ~-65
.33
UNIT FT KIP
DATE: OCT 2, 211l11J1
--
:
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S T A A D p 0 S T -Q U E R y (REV : 22. 3)
Query :SECTION DISPLACEMENT, MEMBER
Title:-ISIS PHARMACEUTICALS -EXTE
# 6
RIOR LONGIT
Date: OCT ' 2, 2.001
Memb.er # 6 y
7 3
~z ~x
TH= .19 I
DT= 6.0 WT= 6.0
J-,a L:::: 9.00 F~ Beta= 0
Load # 4, Units (INCH
Length X y z
.OOOL .0000 .0000 .0000
.083L .0330 -. 0003 .. .0000
.167L ·. 0655 -.0007 .0000
.250L .0970 -.0010 .0000
.333L .1271 · -.0013 .0000
. 417L .1554 -.0017 . 0000 ·
.500L .1812 -.0020 .0000
·. 583L ~2042 -.0023 .0000
. 667L ; .2239 -.0027 .0000
. 7 SOL ; .2398 -.0030 .0000
.833L .2514 -.0034 .0000
.917L .2583 -.0037 .0000
1.00L 1 .2599 -.0040 .0000
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-,ISIS PHARMACEUTICALS -EXTERJOR LONGITUDINAL
Ml!:MBJCR BNO l'ORCJl:S STIU.7CTURE rtPE -PLANE
-----.------,----ALL UNITS Ul!! --Ja:P l!'EZT,
,MJ!:HBJ!:R I,OAD .r.r --AXIAL SHEAR-Y SHEAR-Z TORSJ:ON
1 + 1 .06 .54 .oo .00
2 --.06 .54 .00 .oo
2 1 • 79 · 6. 79 .oo .oo
2 -.79 6.71 .ob .00
3 1 -.13 -.52' .00 .oo
2 .13 .52 .oo .oo
4 1 .54 5.11 .00 .00
2 -.54 5.83 .00 .oo
2 1 2 .01 .26 .00 .oo
3 -.01 .30 .00 .00
2 2 .08 3.26 •. 00 .00
3 -.08 3.73 .00 .oo
3 2 .13 -.50 .00 .oo
3 -:-.13 .50 .00 .00
4 2 .16 2.27 .00 .00
3 -.16 3.40 .00 .00
3 1 3 .00 .12 .00 .oo
4 .00 .oo .00 .o.o
2 3 .00 l..'50 .00 .00
4 .00 .00 .oo .00
3 3 .00 .00 .00 .00
4 .oo .00 .00 .00
4 3 .oo 1.21 ,00 .-00
4 .00 .00 .oo .oo
4 1 5 .54 -.06 .00 .oo
1 -.54 .06 .00 .00
2 5 Q.79 -. 7·9 .oo .00
1 -6.79 .79 .00 .00
3 5 -.5~ .52 .00 .00
1 .52 -:5.2 .oo .00
4 5 5.11 -.25 .00 .00
1 -5.11 .25 .00 .oo
5 1 6 .80 -.06 .oo .00
2 -.80 -.06 .00 .00
2 6 9.98 .12 .00 .oo
2 -9.98 -.72 .00 .00
3 6 .02 .52 .00 .00
2 -.02 -.52 .00 .00
4 6 8.10 . 97 .00 .00
2 -8.10 -.97 .00 .oo
USt::L .J.LJ; .t\.t:.::>t::dLL.!1 c.uyJ.u~t::L:=>1 .1.111,,....
PAGE NO. 3
¢1
8t1;
M:M-Y M:M-Z
.oo .57
.00 -.52
.oo 7.14 .oo -6.45 .oo -4.68 .oo -4.68 .oo 2.27
.00 -8.73
.oo .oo
.00 -.17
.oo .00 .oo -2.18 .oo .oo .oo -4.65 .oo .00 .oo -5.26
.oo .12
.00 .00 .oo 1.50 .oo .00 .oo .oo .oo .00 .oo 1.21
.00 .oo
.oo .oo
.00 -.57 .oo .00 .oo -7.14 .oo .oo .oo 4. 68
.00 .00
.00 -2.27
.oo .oo .oo .52 .oo .00 .oo 6.45 .oo .00
.00 4.68
.00 .00 .oo 8.73
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-ISIS PHARMACEUTICALS -EXTERIOR LONGITUDINAL
.-_, ...... --..
STRUCTUJ.U: 'l'l'R • PLANE
ALL 'UN:I'l'S ARE --JUP l'EJ!'l'
AXIAL ·. SHZAR-Y SHEAR-Z
6 1 7 ,42 .01 .oo 3 -.42 -.01 .oo 2 7 5.23 ;00 .00 3 -5.23 -.08 .oo 3 7 .so .52 .oo 3 .-.50 -.52 .oo 4 7 4.61 .45 .00 3 -4.61 -.45 .oo
TORSION
.oo .oo
.00 .oo .oo .oo
.00 .oo
************** END OF LATEST ANALYSIS RESULT *************·*
4·6. PRINT SUPPORT REACTIONS
PAGE NO. 4
... u,~.1..••'-.._-1,.,_,, •••'-•
:bOf-Y ~-z
.oo .oo .oo .05 .oo .00
.00 .68 .oo .oo .oo 4.65 .oo .00 .oo 4,04
User ID: Research Engineers, Inc.
-·ISIS PHARMACEUTICALS -EXTERIOR LONGITUDINAL PAGE NO. 5
SUl'PORT MACT:IONS -TJN:tT ltJ:P FEJ!T STRUC'l'ORE TYPE• PLANE
-----------------
JOIN'? L01,D roaa:-x l!'ORCJ!-Y JrORCJ!-Z MCM-X M:M-Y MCM Z
5 1 .06 .54 .00 .00 .00 .00
2 .• 79 6.79 .oo .oo .00 .00
3 -.52 -.52 .00 .00 .00 .00
4 .25 5.11 .00 .oo .00 .oo
6 1 -.06 .80 .00 .oo .oo .oo
2 -.72 9.98 .oo .00 .00 .00
3 -.52 .02 .oo .00 .oo .oo
4 -.97 8.10 .00 .00 .oo .00
7 1 -.01 .42 .00 .00 .00 .oo
2 -.08 5.23 .00 .oo .00 .oo
3 -.52 ;so ._oo .00 .oo .oo
4 -. 4-5 4.61 .00 .00 .oo .oo
******·******** END OF LATEST ANALYSIS RESULT **************
47. FINISH
*************** END OF STAAD-III ***************
**** DATE= OCT 2,2001 TIME= 10:33:22 ****
********************************************************* * ·For ·quesi:1.·cmif <:>n~0 STAAD:..r:rr, ' ·contact:· --.--.' *
* Research Engineers, Inc at * * West Coast: Ph-(714) 974-2500 Fax---(714) 921-2543 *''·-
* East Coast: Ph-(508) 688-3626 Fax-l508) 685-7230 *
****************~*********************~**~***************
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Column Check
Fy • 46 kal ~.~~HJ
Lodi Meiaf-Tech.,, Inc. · .,; ~ '· · Columns
-: . . Proj ... u .... ISIS Pharmaceuticals
--: -~ . --. .. -. -.
-' . -:_;. ·~·-=--=-_,.,:. ------·-----. .
COLUMNS
Square structural tubing
· Allowable concentric loads in kips
( Input the underlined values)
Column Centers:
Longitudinal= 18.0
Transverse = 12.0
11 Height ......... = i.Q
Column Eff. kL = 1.5L = 13.50
Unit Loads:
Dead Load = 20
Live Load = 50
Des. Load = 70
feet o/c avg
feet o/c
feet
feet~
#/sq. ft,
#/sq.ft.
# /sq.ft.
# ~/
10/1/01
AM11ucAN INrmvrs.as Sna. ~
(USC Sec.1607.5 Reduces LL>1 OOpsf on Columns @ 201 fl)
· Nominal Size 6x6 Comer Col. P {DL) = 1.08 kips
Thickness 1/ie ½ ¾ Vie ¼ 1/,, P {LL)= 2.16 kips . Wt.ltt 38.86 35.24 27.48 23.34 19.02 14.53
46 ksl. Exterior Col. P (DL) = 2.16 kips
Fy P (LL)= 4.32 kips
0 315 287 223 189 154 118 Interior Col. P {DL) = 4.32 kips
i 6 283 257 201 171 . 140 107 P {LL)= 8.64 kips
7 275 251 196 167 137 · 105 ST AADIII sht# 8 w/o Column P {LL) reduction
8 268 24-4 191 163 133 102
Q 259 ~7 186 158 130 99 from AISC chart at left input parameters: "6 9
~ . 10 '251 229 180 154 126 96 Tube size .......... 6x6x3/16 inches
II i 11 242 221 174 1-49 122 93 Area ...... = 4.27 in. A2 ... 168 . 143 117 90 II I ............ = 23.8 in. A4 s 12 232 212
1 13 . 222 2Q3 ]61 138 113 · 87 II s ........... = 5.57 in. A 3
14 212 194 154 132 108 83 II 2.36 in. A 1 15 201 185 1~7 126 104 80 r ............ = ! ; 99 76
verify allowable col P= 85 kips
16 190 175 140 120 M'= Fb*S w/o Gussets= 12.94 kips-ft.
;1 17 178 164 132' 113 94 72
18 166 153 12-4 107 88 68
19 153 142 115 100 83 64 ck. Loading per shr.#8 w/ UBC 1612.3.2 {eq 12-13} ~D + L + E/1.4
I 20 140 131 107 93 t, 60 D.L.. L .L.. E/1.4 Column#4
.I! 36 ,4,!3 'AO 33 29 24 19 Max Axial p 2.44 30.45 0.02 (129 81[)
i 37 ~ 27 23 18 II II M 0.01 -0.01 9.95
38 ?R ?? 17
39 L..,..1§... Max Mom. p 1.18 14.81 1.15 Column#5 m II II M 0.04 0.55 9.03 (129 81Q
ST AAD Ill Loaµings w/ reductions
.. Properties· P/P' M/M' Unity Equations A (ln.2) 11.-40 10.-40 8.08 6.86 5.59 4.27 Max. Axial 26.99 8.159 0.95 <1.33 ok J (in.4) 54.1 50.5 41.~ 36.3 30.3 23.8
r-(in.) 2.18 2.21 2.27 2;30 2.33 2.36 85 12.94
8} Bending 0.633 0.615 0.583 0.567 0.553 0;539 · factor '
a11o' 8.07 7.52 . 6.20 ,5.40 4.52 3.54 Max. Mom. ·14.05 7.89 0.77 <1.33 ok
Note: Heayy line lndic,•es Kllr of-200. 85 12.94
Zone Ill & IV ck. Column per sect. 2213.5.1 ASDAxial = 1.0*Pdl + .0.7*PII + Q*Pe
Column#4
Col # 5 Controls
Check -Load .kip!
1.0Pdl + 0.7PII +
2.44 21.315
Mezzanine Certification I Plan Check
QPe
0.056 23.81
Q=2.8
26.99
lf.001 METAL TECH., INC.
For:
--,-_ ·--i:s1s-Pharmaceutical.s
1$96 Rutherford Road
Carlsbad, CA 92008 I LODI. OALUl'ORNJA . ·--. ~ •• '!-: -:: .
,1
1-
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Ena Coll,jMO
Det.'11
'I. -.4--:-Ow..(•', _f'._1.~~ '41!:
Interior ColuMn
Det,'H'
.,...-Corner Colul'ln Side ColuMn
,-, Det!f' / Det.'G1 ~
Typ. Fro.rrlng Plo.n
Po""'' CoM•d;on D,t. 'D' Ponnrl CoMrC t; n
D,t. 'D'
·Typ, Fro.rrlng Eleva. tlon
lolt
II •
• Varle• w/ lita" ht, l'-2'4'
Contun;ty Connection of Ponnel Sections
Det. "'D'
Cont1.-c= t10n Angle
Inc. PREPARED BY. SHEET NC
~..;:£"'~ /0
DATE DRAWING
NO~ REVISIONS . f BY I 1
I I I
Corner
Det:'F'
/ Sid" Roil
Side Roil
~lo~
Side
Det 1 G1
r ..
-1 /h,t
Interior
Det,*H*
Side Roil
/Encl Roil
. '!) E.w'. LARSON 6/J0/9-f
--------·--·-·----------
-{ 11.GO' 2.25' --6.IID'-1,7'' -
i I I I ___..,.O" .I
1-! I l I j
11.110' ! ' i
L" V ~s1dP Ro.II <Longltudlna.l) . I •j .. t>ctt>l"lor
I / lnet."F' I // ' -I 2.25' 1-.. aa·-1!50' -
.. ~ ~ . 0,25'
. 1"-" ·~ ~t .. lco.l
V l;on, = Trans
~or, F21d9.-4x7.5 +3.B8x1.5
F2!l6,8k-•
i---4_. ID'-,;a2-4.7-4k-1
'LI,. l"Gll <tra.m;ver ~, : . E,c-erlcw :
II.GO'.
...____
r--. r, Lo~gttud.,•l l'lo =2,c19.'4~ns +3.88x1.S)
=30.6-4k-· t!,Dtr -... =25.22k-'
~-IDe-t/I' j .,,,.--
--6.IID'--1.50' r-
-O,l!!l' 3.8~
L~ ' 1,.4 k"1
_/
Mol"I =19.-4x10,75+1-4,lx7,75 +6.83x3.75 +3,03x3,75 +L32x.75
=33 .. ,'45k-'
=28.7k-'
Longltudinnl
MoM =19,-4xl0.75 +1-4,1><7.75 +6.83x7.75 +l.32x.75
=33-4,45 k-'
=28.70 k-'
I 12.00•
• .
10.00' ! i I ! .Ji \ ·-~ I _\ I lnet,'G 1
--· .. ,
... , .. 3 " ~1.32 k 1 i U!!5' -,. ~ 14. kl nnrl'. -0.75• 19. k ~ ---,.3,7:!'-_l.-,.-/ -.-.-7. 15' . 10,75'
~
ransverse · .
OM =2x<l9.-4x7.5
=302,6'4k-'
=25.22k-'
+3,88x1.5)
~ l
'"ll I ... ..
(/) ~
-l. ~-.... ..,
ti i
-"
i .... ...
~ t l;
~-~ ·v .. l
~ §· ! "I)
• Cl> • !:
z
:t
•IIO' l
nd ro.ll <tra.nsnrse)
nter-lor <Bade to Do.ck)
13jl0' -1.50' 1-.DCJ·--4, o·--3.IIO :-UIO' -
/ "'-
13.00' -ar
IDet."H"I
I:. I:
11·
i ~ -~ :5" Ii;
Q, ii~
~-:,. tlJ . · I -:~~!
:::-i •.
~
II i
~ £) "" . l> !'. ~-... ·
11:::~: "" .! th ---• w N
t-. ·..:t
~.
.
" V ~i
I -------.
Ra.I\ <Longltudlna.1)
erlor <Ba.ck to Bock)
~ . fl
g;:._.~
:::i Cl!
-k re,
14,1/~ 19,4 l<fp · -4J!!I'-
-~ 1.25' I u~·
Syf'll'le'trlcnl
Long. = Tro.ns
" D,25'
-L25'
MOM =2><<19,-4)dl.25 +1'4.1><8.25 +7.32x--4.25 +2.l6x1.25)
c736,78 k-'
=61.39k-'
f?lon View
ColuMn Heo.d Plo.-te
Mor1ent Connection
4., Beo.M I 6" ColuMn
ASTM A325 Bal ts
I MT-.... , Qr<;r,n • I(. 1~n11n
--I
d ,~ ~,
~o
.. ,J. !I,
!·· ;: ,.s:• I ... ,
~ f' ,,t .,
! ...
~ .
• ~ ; Cl>
f ,.
f • .... • ~ (/) o,
-t fl -> .. -s
\
.~
I Looi -METAL TEcH., INc. I I I I
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~
\
l-t..\..U~"\RAT~'l,/e, -';>l<.\a,<::.ri-"~""--.. , _,. __ , "-· · o i=-Ma.·.::.·, M o P~ ~-~~_....-/IA . . AT TA,~ Mc.N c cS. \<\°'1 ~f! _DATE DRAWING I 't. -11-'17
. · ...
...
<'
NO. REVISIONS BY DA
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Lodi Metal Tech .• Inc .
. ·Longitudinal Exterior
Check Col/ Bm Fastners
Proj ...... lSIS Pharmaceuticals
ck: Column / Beam Fastners Moment * -Col# per Sht 8/A
MomDL
II LL
"Seis
omega= 2.8
*4 *5 . *6
-0.57 0.52 0.05 ---------'-------7.14 . 6.45 0.68
4.68 4.68 4.65
13.10 13.10 '13.02
Algebraic Sum Mom. 5.39 20.07
25.~
13.75
24.70 Joint Mom. Strength
( cal sht # 11A)
24.70
Strength Ratio 0.218 <1ok 0.796 <1ok
(Joint Mon/ Conn. Stren.)
0.557 <1 o.k.
10/2/02
kip ft.
ff II
ff II
n "
kip ft.
kip ft.
NOTE: LMT's bent framing scheme produces a redundancy for the joint connections to share loadings of
column / beam shears and moments. All columns displace the same magnitude. With this
analysis the above frame has a very safe strength ratio of= sum of joint moments/ sum of
~nnection moment strengths = < 1
I.e. = .... (col 3 + 4 + 5) / (sum of joint Strengths} = 0.526 ratio
This framing scheme has been used for 20 years. At the time of the Northridge Earthquake LMT had 16
mezzanine platforms within 5 km of the epicenter., ·each was subsequently inspected. None had any structural
damage. We know t!'lis was dµe to out framing of beams supported in bearing (no vertical shear} by the columns
~beams
jlumn
LMT framing vert load in bearing
Lbeam
rcolumn
Vert. Load in shear
(reference FEMA 267 & 267A -Interim Guidelines: Evaluation, Repair, Modifications,
and Design of Welded Steel Moment Frame Structures)
Mezzanine Certification I Plan Check
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Base Plate
Lodi Metal Tech •• Inc.
Base Plate Check
Proj.. .. . . .. . ISIS Pharmaceuticals
Insert Underlined Values
Base Plate Size = 12"x 12"x 3/4" thick
Area= 144 sq. inches
Column Loading P = 32.89 kips
10/1/01
Rev. 11/30/01
Concrete Bearing Pressure ... ............... ....... p = P/A = 0.23 ksi <3
o.k.
Concrete Allowable Bearing ....... p = 0.30 f' c = 1.05 ksi
UBC' 94 sect. 1926 f 'c = 3500 CTE Testing 11/20/01 sht 12A/
4010 Si
Required" t" of Base Plate
AISC ASD 9th 3-106 .Fy =
t = 2xn( p/Fy )A.5 = 0.478 " < 0.75" o.k.
Anchorage Check
0
0
36 ksi
w/ 4 ea. -5/8" \> Anc. Bolts and embed 3 3/4"
ICBO Report # 1372
V ' = 4 ( 1.5 k ) = 6.8 kips. ~ CAllowable
Shear
Seis Sht.J •nl~·kj #SJ/ . . . . . . . . . . . . . . . . . . . . . . 1.11 kips/col <
0
0
.... ~ ··-
Mezza ni ne Certification / Plan Check
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Slab Check -Plain Cone.
Lodi Metal Tech .• Inc. Proj........ ISIS Pharmaceuticals 10/1/01
_Re~ 1.113.Q/0.1 _
Per l,lBC 1607.5 wl 1.00psf LL Column P reduction @20% LL;
· 'fherefore = .8*125 +10=(100 +10)/135= 81.5% factor of Total Load
( Insert P, t, F'c & p)
Insert "P" .... P @ 100% 26.46 kips
Design P = 21.70 kips 0.82 of max. loads
Concrete Slab on Soil Bearing Slab ''t" = 5.25 in. {** on prepared ''Visqueen"base)
Cone. F'c = 3800 psi > 2.5ksi (sect1922.2.4)
Soil ''p" = 1500 psf Allowable
CTE Testing 11/20/01 @ 4010 psi
Req'd Soil Brg. Area "A" = P/p =
un-fac sect 1922.7.2 Req'd effect. Slab "L" = AA.5*12 =
14.46 ft"2
45.6 inches
Effect I' = "L"-(w-3)/4 = ................ . 9.9 inches
P&U
0.65 Moment
0.65 Shear
''t" • -· ----~----, ·-----..:slab
Reduction J
Factors
sec1909.3. 0.65 Bearing
t Pt Contraflexure sect 1922.48 placement over prepared base
(grannular or plastic w/o soil contact)
ck Slab -Structural Plain Concrete USC 1997 (sect 1922)
Factored Load U = 1.4 D + 1.7 L (eq 9-1) .................... 36.89 kips
Slab Sect Mod. S= b*{t)"2/6 ................................ 55.125 in"3
Nominal Mn = 5*F'cA0.5*S (eq 22-2) ..................... 16990.67 in.-#
Reduced Strength Mom~n,t 0 *Mn= ............... 11043.93 in.-#
· Factored Mu= U/P*p/12 * I' A2/2 ...................... : 8556.01 in.-#
Bending: Strength Design 0*Mn >= Mu (eq 22-1) i.e. 0*Mri/Mu=. 1.29 > 1.0 o.k. •
. . . . .
Shear: 0*Vn >= Vu {eq 22-9) 0*Vn = 0.65*2.66*F'c".5*Bo*h = 45.88 kip >
UBC' 97sect. 1922.7.6.2.2 Vu=U 36.89 kip 'k
Bearing: 0*8n >= PLi (eq 22-10) Bn=0.7*0.65F'c*A1 (eq 22-11) .. 110.66 kip~ UBC' 97 sect. 1.922.7.8 Pu =U ........ 36.89 kip k
Mezzanine ·Certification / Plan Check
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Nov .30 01 09:14a Mansour Architectural (858) 558-9221 #/3A
, ,1/
l.J./ .:'.l/Ll:ll'.11 10: 34 _ . .: "i'..60746_g:J_163 CTE ESCONDlVU
ENGlNEERlNG, INC..
SAN D{EGO, CA
UH Ylt1r.yard Avt,:
SultcG
~011d!do, CA. 9.2029
(7ti0) '746-495S
(7/i-O) 746-980(, fAX
November 20, 2001
Mr. Ron Gordon
Isis Phannaceuticals
2292 Faraday Avenue
Carlsbad, California 92008
-:.-":....:..---· .
• RIVERSIDE, CA
490 E. Princcl~nd Ct.
Sult~ 7
Coronn, C~ 91719
(909) 371-l89il
(909) j?!-ll68 FAX
VF.:-iTUR,'.,CA
1645 Fll<IOc Al'c.
Suitt 105
Oxnard, CA 93033
(Ml) ~~-6475
(6hl) 4S6-9016 r.u
Subject .Report of Laboratory Testing of Concrete Cores
Proposed Mezzanine
Mr. Gordon:
Isis ·Phannaceutical BuUdi.ng Slab-on-Grade
2292 Faraday A venue
Carlsbad., California
• IRACY,CA
242W, l..11'(h
SuittF
Tracy, C\ 95376
(2~)839-2890
fl(J9 I 33?-.289S FAX
f"'Al.;;1:-_ cf~
LANCASTl}R, CA
42156 10th SL \y,
Unit K
L11nc1.ster, C,\ 93$34
(661) 11.6-9616
(661) 716,9676 r.,~
CTE Job No. I 0~5238
Via Facsimile: 760/603-0265
At your request, we have performed laboratory testing o(three (3) cores extracted from the subject concrete
slab-on-grade. Submitted herewith is the summary of the testing performed on the sample specimens. Our
testing services consisted of the following items:
• Coring of existing concrete slab~o'n-grade materials.
• Preparation and Compression testing of concrete cores in accordance with ASTM C-42-99.
• Preparation of this report including a sample location map.
Results· ofourtesting are attached in the Report of Compression Testing of Cores and the Core Location Map
and are summarized in the following table.
TABLE. I
RESULTS OF COMPRESSION TESTING OF EXTRACTED CORES
CORE NUMBER AVERAGE EXTRACTED THICKNESS COMPRESSIVE STRENGTH
(in) (psi) .. , -. 1 5 V2 5600
2 5¼. 4010
3 .5 ¼ 5690
If you have ar.y questions regarding the results of this report, please don't hesitate to c<;>ntact us.
Respectfully submitted.
CONSTRUCTION TESTING AND ENGINEERING, INC.
.--~~-
~Math, RCE #6l013
Senior Engin.eer
Enc:l:
GEOT~CHNlCAL AND CONSTRUC'l'JON ENGINEE.RING TESTING AND INSJ:lECTION
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O··s 15 .... Ma.n·sot:.rr Arq_h i tectura 1 Nov 30 01 ; : ·a· ·
--, --·· .......... J.U,..:lY'._ ibtJ/'lb8lF.i3 · Cll:. t.~(.;IJ/'•U.JliJU
(858) 558-9221
.. -i· .•. -... :-_.
, .. ..=:.-=-......... -----··· .. ----··. ·-.· ·.:-
L~GEND
APPROXIMATE CORE
L()CATION·
\~:l/'ROJ'llc-t'SIIN23j\ CORl!.C\'N
.. < ~ ,... ,. ..,•-• > • ,_
0
• • ••• >H Mo•
1-:-.--1.-.. -------
OVERHEAD
DOOR
.L
, ________ _
ISIS PHA~\1.
BUILDING
CORE LOCATION MAP
t>ROriosto MEZZANINE
-{S{S PHA.RMACEU'l'ICAL BUILDING
CARLS8AD, CALIFORNIA
For: . .a M . T -· 1-ISJ:S Pharmaceuticals 1-0D1, ETAL lECH.; .NC~·. ~ ·_ vl896~ Ruthe.rford Road
J:nc. ·
!:)Ht:.t:. I NU.
DATE
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LODI.CALIFOBNIA:. ·_ .... ; ..... -:G9-rlsbad, ·CA 92008
NO. REVISIONS BY DATE
GUAlU)RAIL
Loading@ 20 lb./lin. ft. on top ~ail
i
! }
::::.:::::-_-_-__ -1 1-,_ -___ ...:.._ ---_ -_ ---_ -_ ----t-
---------
1
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-··-~ °D. E ~-',:____ --·
Rail: 1 1/4" sq. tube
Area= .3081"2"
I = . 0 72 3 " " 4
Max. Span@
Ge;,'' O/e,. L
,+-ii -------=---,, 1 Tyf',
@· . 065" wall Fy =
W = 1.047 #/ft.
Z = .ll57""3
5'-0" (Supports)
39ksi
I
M act. =: wl"2/8 = .21.1/12* (60"2)/8 .= 791.311-# L:...-.0---------i-1
C>. i-::.: M'allow = Fb*Z = .6*39,*.1157 = 2707.4"-#
6 = 5/384*(w*l"4)/E*I
;>.~-r .0130*({21.l/l2*(60"4))/(30*10"6)*.0723 = .136"
-~ = 1/240 = 60/180 = 0.333"
,~ ..... 1...0 ~
Post: 1 1/2" sq. tube@ .083 wall Fy = 39ksi
A~ea = .4704"2" W = 1.599 #/ft.
I= .1580""4 . Z = .2106""3 .
Max·. Spacing @ 6'-0" o/c Height = 41"
M act.= PxL ~ (20*6)* 41 = 4920 #-"
M'allow = Fb*Z =:: .6:*39*.21-06 = 4928 #-"
A:_,_ (P*L"3) /3*E*I =100* ( 41 "3.) /3* ( 30*10"6) *. 1580 = . 484" < --e----r
C>, K .. -A= 1/80 = 41/80 = .512" ·-AL .... o~
J:v.t:
ioo1 MnALTEtH.JNc. ISIS Pharmaceutica1s Inc.
. 1896 Rutherford Road
·· ·cailsba."d; CA 92008 .
t't<t:.t'AKt:.U t:H ::>Ht:.1:.1 NU.
-~"~;:c? . 15:
DATE DRAW NG NO.
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LOD:J;,.CALIFOBNJ~·-·_ . -~ . ~ --::,
-----------,a.--·--;, ' ·--·.:::. ... ·::-~ . .... -. :· ··.-·";:"'·· --~~-... --_ .... -. . . No. REVISIONS .. ·av·· DATf
..... GUARDRAIL continue-ct··-··-
CONNECTION TO MEZZANINE: w/ 2ea. 5/16'' ,J5' A307 Bolt
• M = 4 930 #-" (per post) <. ......, __ -,.-.-_____ ., __ , .... _____ ·----·-
Bolt Allow Tension 1. 53 x 1. 33 = 2. 04 kips
M'allow = P x L = 2.04*2.5 = 5.1 k-" = 5100 k-"
(with.full 1/8" ~eld -post to plate)
0. \(#
·1 -----------
~--···---' r
-·---.-
1 .
CHECK WELD:
__j _ --··
_L
Fillet -Transverse Loading .(T-Joint)
-Pn=tLFu (eq. E2. 4-3) · .
Weld section> tube section.
' t · ---,--
=iQ.. Dl -~ )-I • ~ r-.
-·•···-·--. ..:....
;
L-------t.r.--··· I :.:-~-····1
r 11 ....t--.. ~.B \ EA.----~6 4--' •·t
· · -: · · ·· . ISIS. --Pharmaceuticals Inc. l M Ti -I For:
· 001 . ETAL; ECH.~ -NC-;· .,.·. '1896 ·Rtitherford Road
PREPARED BY
-~~-?...,;/~
DATE
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LODI,-CALlFORNIA ' .. ' ----r,.C,irlsbad, ·CA 92008
--~----·.;;,,. ----, --~,-------~-··-:::-·"" --.-___ ...... _ . --. -----.
NO. REVISIONS BY DATE
--. -. ~ .,.;: ~ .
STAIRWAY -Use Max. Span w/ Max.
Height to -Che.ck Stringer .
i· l ___ ;, -··------·-_,___ -----
Stringer -Maximum width @ 48'' between Stringers.
D.L. = 35 plf (Tread & Railings}
L.L. = 100 psf ( = 200 plf/stringer)
i--.. C$_' --:. I c,:: .t'lh~ --4
M act.= wlA2/8 =(35+{2*100}}*18.833A2)/8 =10418ft-# =125.02 k-in
·M'allow = Fb*S = .6*42*6.76 = 170.35 k-in----------
~ act.= 5/384(w*lA4)/E*I = .013*(235*18.833A4)/(30x10A6)*33.78
0, K 4
<... l
= .000379*1728 =.655" -<. -e ----
A all. = 1/240 = 18.833*12/240 = .941"-------"---
_______ ?~
LODI META_L TECH, INC,
EN.GINE:ERING MEMBERS & SECTION PROPERTIES CALCULATIONS
*** -:r~ SECT***
xxxxxxxx
X X
X
X
X
X
X X
xxxxxxxx
INPUT DATA
HEIGHT= 10
WIDTH ;::; 3
~HICKNESS = .1345
STIFFNER LIPS= 1
OUTPUT DATA
WEIGHT= 7.888851 -------~---~-------------~--~-----------------
MOMENT OF I~ERTIA
SECTION MODULES
RADIUS OF GYRATION
xx
33.77972
. 6. 755945
3.817824
-~---------------~----------~---------~--~~--Y DIST --------
CENTROID 5.000000
** ~ND OF ANALYSIS**
Connections React.ions: rtl
Stringer @ Mezzanine & Floor = 235*18.833/2 = 2.22~ip <. ~ ;___ '---,
P' = (2 -3/8" -g.rade· 5 bolts} w/ #14ga. s.s. 0,\4
"'-
s.s. = 2*1.66 = 3.22 k brg. = 2*1.31 =2.62 kip · "'-. ~-_;1
Bearing on concrete -p=P' /Area = 2. 22/26 = . 085 ksi _____ . .i..J _-.1_
. 11''xzr~~
/:'or: t't< l:.t'At<l:.U tH ::>Ht:.t:. I NU.
lom METAL TECH., INc. ISIS Pharmaceuticals Inc.
1896 Rutherford Road
Carlsbad, CA 92008
-·"" / . ·.-...... ;;.:...,._, ... ~.t~ .....
DATE
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LODI, CALIFORNIA
NO. REVISIONS BY DATE
STAIRWAY
· span @ 48" ·Tread ~-Maximum + 4g.·' t 7f--------· ---·. -,r-D.L. = 4 psf + L.L. @ 100 psf
or " = 11 + 11 @ 300 p/CL
M act.= wlA2/8 = 104/12*(48A2)/8 = 2.496 k-in
or
M act.= wlA2/8 + Pl/4 = 4/12*(48A2)/8 + 300*48/4
---~__.,,..,. o L<-.
= 3 . 6 9 6--kk----JJ.~n __ ~--4'--_·_-·1
M' allow = Fb*s = . 6*42*. 352 = 8. 87 k-in -----------__ __ _ _
A act.
A all.
= P*(lA3)/48*E*I
-1/240 = 48/240
,.
300* ( 48A3) / 4 8* ( 30x10A6) *. 54·9·· =0. 042 "_< ~07-t
= 0. 20" ----------
LODI METAL TECH, INC~ 05-03-1994
ENGINEERING MEMBERS & SECTION PROPERTlES CALCULATIONS 06:13:40
*** 'C' SECT***
xxxxxxxx X X X ·x XX XX \
I INPUT PATA
. =-====-=====
HEIGHT =a 2
WIDTH =a 11
OUTPUT. DATA
+ , ·======== I
WEIGHT= 4.102926 AREA -1.205325 -----------------------------------~---------------------I THICKNESS= .075
. STIFFNER LIPS= .75
xx
.5497186
.3518088
.6753332
yy
19.26727
3.50314
3.99814
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MOMENT OF IN·ERTIA
SECTION MODULES
RADIUS OF GYRATION
---.----------------------------·----------------------
CENTROID
** END OF ANALYSIS**
Connections Reac::tions:
Y DIST
0.437451
X DIST
5.500000
Tread -to stringer= .300 kip (person at end of tread) <--i-
____;T-
P' ~ (2 ~ 3/8" grade 5 bolts) w/ #14ga. s.s. .
s.s. = 2*1.i6 = 3&22 k brg. = 2*1.31 =2.62 kip