HomeMy WebLinkAbout1979 PALOMAR OAKS WAY; ; CB044258; PermitCity of Carlsbad
1635 Faraday Av Carlsbad, CA 92908
\ 01-10-2005 Commercial/industrial Permit Permit No CB044258?
Building Inspection Request Line (760) 602-2725
Job Address 1979 PALOMAR OAKS WY CBAD
Permit Type: Ti Sub Type: IN DUST . . .
Parcel No: .2130922100 Lot #: 0 Status: ISSUED
Vaiüâtion: $25,000.00 . Construction Type: NEW . Applied: 11/23/2004
OccupancrGroT1p. •. Reference #: .. Entered By: KG .. . . . . -.
Project SCHUMA -PALLET RACKS . PlanApproved: 01/10/2005
01/10/2005,
Inspect Area:
Applicant Owner
Plan Check#
IA PRODUCTS&CHEMICALS INC,'AIR PRODUCTS&CHEMICALS INC
1969 PA " ., . ..•.;. . . . S
CARLSBAD CA 92009 . .. bARLSBAD CA 92009 . S
Building Permit / $215i9 Meter Size
.Add'I5BuildingPermit Fee /'
$0.0P7MbCV~4Fee
dd'I ReckWater Con. Feet . \ $0.00 .
Plan Check ' ,,.', /,.; / "$139.877étérEee. .'\ . . \. . $0.00
'Add 'I Plan Check Feel / $0.00 \ $0.00
Plan Check DiscointT, . . .5, / $0.00 CFD Payoff Fee , '\ . . \ . $0.00 '
Strong Motion Fee I . . . / . . . $0.00
Park Fee- f ,LFIVI Fee
,) / \ $000
Bridge Fee . $0400 .LienseTa,(CFD Fund)-) 1 'i. . . $0.00
TD #2 Fee . . $q.o rathc Impact Fee, . . $0.00.
BTD #3 Fee .. $000 jrraffiiipact (CFD"Fund) / $0.00 'H
Renewal Fee $0.00 LcJMBlNGTOTAL\.•$O.00'r'
Add 'I Renewal Fee hi $000 EECTRICAL1TOTAL J J $000
Other Building Fee \. - . $O.00, MECHANICALTOTL J :1 .'$0.00;,L.
Pot. Water Con. Fee 't . $0.00 Master Dr.inageIFee I . I. ,, $0.00 "
Meter Size / ' werF $0i...5< / ' J 00
Add'l'Pot. Water Con:Fee ,.\ $0.00
ç
Redev Parking Fee '7 ': ./ $0007."
Red. Water Con. Fee . . . .$0.004COpAdditional Fees 7
.,, / ' $0.00. •.
TOTAL PERMIT'FEES / $360.31
\ ' .•. / .
Total Fees:
ATTACHED
FINALAPPROVAL
inspector: . .' Date: _____________ i Clearance: .' S
NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively
referred to as 'lees/exactions." You have 90 days from the date this p&mit 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 accordanc'e with Carlsbad Muhicipal Code Seëfion 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. • .,.' .. , , '
S
YOiJ 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, gradingor other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any'
fees/exact ions of which you have peviously been QivW a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired.
-
$360:31 Ttal.ParnTh 17Dt' I \$1 39.87\ Blanc&Due: '' $220.44
N. J4f k 7 93'13 01/1O/ 062 01 02
'BU1LQfl,6.•PL.11
N- Zota.0 4'y
FOR OFFICE USE ONLY
PERMIT APPLICATION r PLAN CHECK NO CM'V25f
'CITY 017.tARLSBAD, BUILDING -DEPARTMENT: q.
,1.635 Farad 'sl5ad,'OA 02oo8_-
Date
* _
/ qq /1tOM ( —
Address (include Bldg/Suite #) Business Name at this address) - - -
Legal Description1 o2 2o& Lot No Subdivision Name/Number Ugjl j ft al #
AL
6un1t5
Assessor's Parcel # Existing Use Proposed Use
oii 1IEA -
Description of Work.SO FT #of Stories - # of Bedrooms # of Bathrooms
- — - J i eren,pp - -
.'Name - - Address - - -.- --- Coy Sate Zip Telephone e Fa x
4PPLICA Ant for Contractor 0 net Agentfor Own
E\LOA0\4 04V L
Name 2ddre --.--- City St ate Zip - T- eph ii P 7
- v. fwLe_
;. P2j—%Jcj\ '7 J'ill vo& 13L (Pit °
•1 athe. -. Address - City State Zip Telephone S
[5-N _QNTBACTO VIE
a(Sec 7031.5 Business and Professions Code Any City or County which requires a permit to construct alter, impro e demolish or repair dny structure prior to its
issuance also requires the applicant for such permit to file a signed statement jill he is licensed pursuant to the provisions of the Contractors License Law.
IChapter 9 commending with Sectiore 7000 of Division 3 of the Business and Professions Code) or-that he is exempt therefrom and the basis Jor the alleged
exemption Any violation of Section 7031 5 by any applicant for a permit subjects the a plicant to a civil penalty of not more than five hundred dollars [$56'01).
S1cL 1iJc ?7 OA- qzo 7i,' a-côi7
Name Address City State/Zip Telephone #
State License # License Class * City Business License #
Designer Name Address City State/Zip Telephone
State License
6h1cSPWORKERS JJOr
Workers Compensation Declaration I heoxhy, affirm under penalty of perjury one of the fo owing decferat ons 1 •' 'b.-,. •-- _•t,- ,,, .• - 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
E 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 -a t
- Insurance Company Policy No a Expiration Date__________________
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) - -
CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, shall not employany 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 fins 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 a fees
1SIGNATURE DATE
WRojLDETaAATION : I hereby affirm that I am exempt from the Cop tr tor a License Law for the fc owing reason
0 I as owner of the property or ry employees with wages as their sole compensation will do the work and the structure is not intended or offerrd for sale
(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 who does-.
such work himself or through his own employees provided that m such improvements are not intended or offered for sale If however the building or improvement is
soldr 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)
.•---' -• -. •--' •- •-. it-- I as owner of the property am exclusively contracting with licensed - contractors to construct the project (Sec 7044 Busi ness andr Professions Code The
Contractor s License Law does not apply to an owner of property who builds or improves thereon nd contracts for such projects with contractor(s) licensed
pursuant to the Contractor s License Law) 4
am exempt under Section Business and Professions Code for this reason -I
1 I personally plan to provide the major labor and materials for construction of the proposed property improvement 0 YES N0 -
- P 2 / 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 / address / phone number / contractors license number) ca_c
4 I plan to provide portions of the work b'ut I have hired the following person to coordinate supervise and provide the major work (include name / address / phine
" number / contractors license number):a
IL 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) - — -
PROPERTY OWNER SIGNATURE i__-iIi)A------------- DATE —.iL
-osr-- at 0 r- - - -. -- - -- ls the applicant or future building occupant required to submit a business plan acutely has rdc us materials registration form or, risk n doagement and prevE-ntiot
program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? 0 YES 0 NO
Is the applicant or future building occupant required to obtain 'a, m permit from the air pollution control district or air quality anagement district? 0 YES 0 NO
Is the facility to be constructed within 1,000-feet of the outer boundary of a school site? 0 YES 0 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
CONSTRUCTION LENDING AGENCY4Si
I hereby affirm that there is a construction lending agency for th€r pen rmm of to rk for Vhich this permit is issued (See 3097(i) Civil Code)
LENDERS NAME I SLENDER S ADDRESS
* * 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 accuratev I agree to comply with all
City ordinances and State laws relating to building construction I hereby authorize representatives of the Cit' of Carlsbad 1t6 iinterl upon the above mentioned
property for inspection purposes I ALSO'.AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES
JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT*
OSHA An OSHA permit is required for excavations over 5 0 deep and derno)ition or*construction of structurs over 3 stories in height S
EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation nd become null and void f the building or, work
authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned
at any time after thw e ork m is comenced f9rf period of o4ays Section 10644 Uniform Building Code)
APPLICANT S SIGNATURE DATES
WHITE File YELLOW Applicant PINK Finance -
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. -
City of Carlsbad Bldginspectiôn Request
For 01/19/2005
Permit# CB044258 lnspecto(Assignment
1 .
•. Title: SCHUMACHER-PALLET RACKS ••
Description
Tye:Tl . Sub Type: INDUST
Phone: 7609312083 .
Job Addres: -• 1979 PALOMAR OAKS WY -
Suite: Lot 0
Location Inspector:
OWNER AIR PRODUCTS&CHEMICALS INC •• . : .
Owner: 'AIR PRODUCTS&CHEMICALS INC - . . ... 4
: Remarks: PM DIDN'T STATE TYPE OF INSP
.....
Total Time: . .Requested By: JAMES -. ..
Entered By KAREN
I . ... CD Description ' Act, r Comment .
.•
11 FtglFoundationlPuers ' 4111
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Associated PCRs/CVs .
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Inspection History
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Date Description Act Insp Comments
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EsGil Corporation
In (Partnership with Government for Buirding Safety
-
-. DATE: 1/6/05 - - U AP CANT -
UJURIS.
JURISDICTION: City of Carlsbad '.• U PLAN REVIEWER
El- FILE
PLAN CHECK NO 04-4258 SET II
PROJECT ADDRESS: 1979 Palomar Oaks Way '
PROJECT NAME Storage Racks for Schumacher'' i.
-•
•,
The pIanstransmitted herewith have been corrected where necessary and subètantially compl
with the jurisdiction's building codes
The plans transmitted herewith will substantially comply with the jurisdiction's bi:ildingcddes
when minor deficiencies identified below are resolved and hecked 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 checklist 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 t the applicant.
- contact person.
Theapplicant's copy of the check list has ben sèntto:
Esgil Corporation staff did not advise the applicant that thle plan check has been completed
Esgil Corporation staff did advise the applicant that the plan check has been completed ,
Person contacted: ' - ' ' Telephone :
.' Date contacted: • (by: ') . ' Fa #:-
Mail Telephone
,
Fax In Person' ,' ' ': ' '• ' ' '
c
' REMARKS: .1. Fire Department approval is required. 2. City to field verify that the path of. travel '
from the handicapped parking space to the rack area and the bathrooms serving'the rack area
comply with all the current disabled access requirements
By David Yao Enclosures
Esgil Corporation
LFGA El MB
,
El EJ [I Pc log triisrnU.dot '
'
9320 Chesapeake Drive, Suite 208 • San Diego California 92123 • (858)'560-1468 • Fax (858).560-1576
EsGil Corporation
In Partners/lip with government for gui(din0 Safety
DATE 12/9/04 U APPLICANT
RIS•
..
JURISDICTION:' City of Carlsbad ' U. PLAN REVIEWER
-C] FILE
PLAN CHECK NO.: -4258. . ' SET:I
PROJECT ADDRESS: 1979 Palomar 'Oaks Way •• '
PROJECT NAME: Storage Racks for Schumacher ' ' •.
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes
' The plans transmitted herewith will substantially comply with the lurisdiction's buildingcodes•.
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significarct deficienóie's identified on the check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information.:,Th&plans are being held at Esgil
Corporatidh until corrected piarcs are submitted for recheck: ' ' :
•
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person. •
',
.
' '
' "
Theapplicant's copy of;the check list has been sent to:
Chris
,
, . • ' ' ' ••
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: Chris ' :Telephorie'#:(7O)929-62O5' I • _
Datecontactedf2i/9/0(j(b ,: Fax#: 77 0
Mail Telephone/' Fax In Person
LII REMARKS
By: David Yao ' ' '' Enclosures:
Esgil Corporation ' ' ' • ''
LI GA L MB fl EJ EJ PC 11/29 tmsmtl dot
9320 Chesapeake Drivel Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
= • '. ': • •
•: • • •
City of Carlsbad 04-4258
12/9/04 .,
GENERAL PLAN CORRECTION LIST
JURISDICTION: City of Carlsbad PLAN CHECK NO.:. 04-4258'.
PROJECT ADDRESS: 1979 Palomar Oaks Way
DATE PLAN RECEIVED BY DATE REVIEW COMPLETED:
ESGIL CORPORATION: 11/29 12/9/04 •
REVIEWED BY: David Yao
FOREWORD (PLEASE READ): -•
This plan review is limited to the technical requirements contained in the Uniform Building Code,
Uniform Plumbing Code, Uniform Mechanical Code, Natiohal Electrical Code-and state laws
regulating energy conservation, noise attenuation and disabled access. This plan review is.
based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, 'Engineering Department
or other departments.
The following items listed need clarification, modification or change. All items must be satisfid
before the plans will bein conformance with the cited codes -and regulations. Per Sic. 106.4.3,
,. 1997 Uniform Building Code, the: approval of the plans does not permit the violation of any
state, county or city law. ' • " ' ,, ''''
:
Pleae make all corrections on the originals and submit two new complete sets of prints to:
ESGIL CORPORATION:'
To facilitate rechecking, please identify, next to each item, the sheet of the plans upon
which each correction on this sheet has been made and return this, sheet with the
revised plans.
Please indicate 'here if any changes have been made-to the plans that are not areult of
corrections- from this list. If there are other changes, please briefly describe them-and where,
they are ldcated on the plans. 'Have changes been made not resulting-from this list?
ZJ Yes ,...0 No ' •' "
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City .of Carlsbad 04-4258
12/9/04
-. Only the storage racks are included in this plan review
Provide a statement on the Title Sheet of the plans that this project shall comply with
Title 24 .
3 Provide a note on the plans indicating if any-hazardous materials'will be stored and/or
used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E
4.. The tenant space and .nèwnd/orexistingfacilities serving the remodeled area must be
accessible to and functional for the phyically disabled. Show a bath of travel from the
handicapped parkind space to the rack area and the bathrooms serving the rack area
comply with all the current disabled access requirements. Title 24, Part 2.
5. Obtain Fire Department approval for groups F, M arid Soccupancy storage per UBC
Sections 306.8, 309.8 and 311.'8.
6. Indicate the clearance from the new racks to the existing building walls and building.
columns.
7. . Note on the plans that the rack design loads will be posted per Section 2222.5.
8. Provide forklift protection per Section 2222.5. (or check the exetion)
Reàheck'the "pallet" racks as follows: . . * .. . . .
9. Recheck all connections on sheet 04-1598A'as folláws: . ..
The rivet bearing .capacity is only dtFu = 0.406(0.0747)65 2 kips.
Provide calculations for all beam to bracket weld capacities per Section 2330
(allowable weld stress is the member thickness times 26 ki times .1.33, or the
Weld stress, whichever is lower). . . . . .
Check the* bracket maximum weak axis moment.
10. Provide calculations for the column weak axis bending plus axial for transverse seismic
- loading. The axial load is the maximum compression load at the base from vertical plus
seismic overturning. The column moment will probably be maximum for the lateral load
from the base plate to the first diagonal brace (not only to the-first horizontal member)..
11. 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, pleasecontact David Yao at Esgil Corporation. Thank you. •
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BUILDING
PORTION :
AREA.
(Sq. Ft.)'
Valuation
Multiplier
Reg.
Mod
VALUE ($)
storage racks . S S. percity S . 25,000
Air Conditioning -
Fire Sprinklers
TOTAL VALUE - '• - 251000
JurisdicUon Code - cb ' By Ordinance -
- I $215.191 Ridri Dc.rmi ht, Cirdinnr
City of Carlsbad 04-4258
12/9/04 S. '• .
VALUATION AND PLAN CHECK FEE
JURISDICTION City, of Carlsbad PLAN CHECK NO 04-4258
PREPARED BY David Yao DATE 12/9/04
BUILDING ADDRESS 1979 Palomar Oaks Way
BUILDING OCCUPANCY: TYPE OF CONSTRUCTION:
Carlsbad Fire Department 044258
1635 Faraday Ave. Fire Prevention Carlsbad CA 92008 (760) 602-4660
Plan Review Requirements Category tBuuiding
Date of of Report 12/03/2004 Reviewed by:-,(7
Name: Shelf Master. 'S
Address: 2837 E. Coronado St. -
City, State Anaheim CA 92806
Plan Checker Job # 044258
Job Name: S Schumacher
.
. .' Bldg #:, . CB044258
Job Address 1979 Palomar Oaks Way Ste or Bldg No
Approved 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 codesand standards. 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
U Approved
Subject to
The item you have submitted for review has been approved subject to the
attached conditions. The approval is based onplans, 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
susensiori of permit to construct or install improvements. Please resubmit to
this office the necessary plans and for 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 / or specifications to this
office for review and approval' . .
Review 1st 2nd _________ 3rd Other Agency ID
FD Job # 044258 FD File #
- !!!;;; MIC
IZ
I
INC
MATERIAL HANDLING ENGINEERING
. EST. 1985
' TEL (909) 869-0989 AX : (909) 869-0981
STRUCTURAL CORRECTION
FOR.
SCHUMACHER
1979 PALOMAR OAKS WAY
CARLSBAD,CA ••
PLAN CHECK •# 04-4258
SEIZMIC,' INC. PROJECT# 04-1598
.DATE: 12/15/04
, BELOW ARE THE.RESPONSES TO THE PL&N CORRECTION SHEET:
Pleas Note: Questions 176 to be answered by others • -
- -.
QUESTION: 'Note on plans that rack design loads will be posted per section 2222.5 *
I if
RESPONSE: A note has been provided on plans requiring that the rack design loads be posted per Section2222.5. Please see
note #9 on sheet 04-1598A1 •
8. QUESTION: Provide forklift protection per section 2222.5 (or check the exception) .
RESPONSE:' Per section 2222.5, forklift protection may be waived if the exposed ost'is designed to maintain its full design load /
capacity at allowable stresseswith the allowable stress reduced by one half. Per page 8 of structural calculations, the stress in the
column (P/Pa) is only 14%. With the allowable stress reduced by half, th&stress in the column would only be 28% and therefore meets
the exception allowed per section 22225 and no forklift protection is necessary. PIeasesee page 8 of structural calculations to verify.
-
QUESTION: Recheck all connections on sheet 04-1598A as follows: a) The rivet bearing capaci is only dtFu .406
.(0.0747)65 = 2 kips. b) Provide calculations fo beam brac.ket weld capacities per sectioh 2330 (allowable weld stress is member
thickness tiries 26 ksi times 1.33 or the weld stress whichever is lower). c) Check the bracIet maximum weak axis moment.
RESPONSE: a) Stud capacity of the connection in bearing has-been rechecked and is equal to the diameter of the stud times the
thickness of the column times Fu, which equals 0.438 (.075)65 = 2.135 kips. Please see page 11 of structural calculations t 1erify. b)
bracket weld per section 2330 has been checked. Please see page 1 IA to verify. c) The calculation on page 11 for the connection
bracket is.taken for the maximum moment in the weak axis. Please see page 11.
, • • 4
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EIZMI
',,PROJECT SCHUMACHER
FOR SHELF MASTER
. MATERIAL-HANDLING ENGINEERING . - SHEET NO. 12
TEL (909)869 0989 FAX :069)869-0981 CALCULATED BY RF
.161 ATLANTIC STREET. POMONA, CA 91768•. .. .VA I 0 iI/!//2UU4
TABLE OF CONTENTS
.4-
-
TABLE OFCONTENTS& SCOPE : -- -, -
--' 2
e.' •. .. .
4.
PARAMETERS 3
COMPONENTS '&. SPECIFICATIONS 4
LOADS & DISTRIBUTION 6
LONGITUDINAL ANALYSIS . , .'
:- 7
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-
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COLUMN - 8
BEAM, - 4 - 9
BEAM TO COLUMN 11
0
'.0 .4 .
BRACING . '4 , •. •. . '. •.
''. 4.. . .. .
.
12
/
t . ..• .
. *
OVERTURNING 4' 13
BASE PLATE 14
SLAB &.4SOIL 15
SCOPE •- :
THIS ANALYSIS OF THE STORAGE SYSTEM ISTO DETERMINE ITS . .' .4."
COMPLIANCEWITHTHE APPROPRIATE BUILDING CODES WITH RESPECT TO
STATIC AND SEISMIC FORCES
' -
THE STORAGE RACKS 'ARE PREFABRICATED AND ARE TO BE FIELD
ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING.
'4 . . ..,4 •. ..
.4- • •0 • .4
*
0
.7
' . . -' .4,• . . ; .
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I
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- . 0 •• . 4-f
SEI ZMIC
PROJECT SCHUMACHER
FOR , - SHELF MASTER
MATERIAL HANDLING ENGINEERING , ' SHEET. NO 3,
TEL :;(909)869 -0989 'FAX: (909)869 -, 0981 CALCULATED BY RF
.''. .4
161 ATLANTIC STREET. POMONA: CA 91768 DATE I 1/1712004
THETORAG IERACKS CONSIST OF-SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS,, WITH THE
COLUMNS OF THE VERTICAL FRAMES BEINQ COMMON BETWEEN AND ADJACENT BAYS. •.
THE'ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND
.TRANSVERSEDIRECTION. ,
. •. -
'.'
STABILITY IN THE LONGITUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING C. . . '.
' CONNECTIONS, WHILE BRACING ACTS
'
IN THE TRANSVERSE,p1RECTION.
4
-1
C3
CONCEPTUAL DRAWING *
_,-EIIIIIII
-'
. : . •;'•• , TRIBUTARY AEA
- LUI'4IIUL)II'1ML
:
4- :''•
*ACTUAL CONFIGURATION SHOWN.ON COMPONENTS& SPECIFICATIONS SHEET'.
'•.- ., . •.
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- t
I
SEIZMIC
-
PROJECT SCHUMACHER
- FOR SHELF MASTER'
MATERIAL HANDLING ENGINEERING . SHEET NO. 4
TEL: (909)869 -0989 FAX :(909)869 - 0981 . CALCULATED BY pj
lI ATI ANTICTPPIT PONAOMA CA 011A2 flATF. ll/17/')fliM
COMPONENTS & SPECIFICATIONS :TYPE A
ANALYSIS PER CHAP 22, DIV2X OF THE 200 1' CBC
LEVELS =5 ' HI 36 in WI =1000 lbs. Yl =42 in
, H2 =24 in . W21000 lbs. / Y2=42 in
PANE LS .• H3=24in H5
. W3 1000Ibs. Y3 / Y3-42in
H424 in W4 W4l000 1bs
. LIVE LOAD = 1000 lbs. H5 =24 in 1
4
W5 =1000 lbs.
RAME HEIGHT= 144 in. W3
i"3
FRAME DEPTH =30 in. .
H
. W2
H
BEAM LENGTH= 96 in.
'
. .
. . . .
. .• -
H2
ZONE Zone 4 (Na 1) .
*
.
.
Wi.
. yi
TYPE =SINGLEROW.
COLUMN . • BEAM ,@ Level 1 CONNECTOR @ Level 1
OK' . OK . . OK
2B/3x3x I 4ga R13213 .688'deepx2.5'xO.07 1", TWO PIN CONNECTOR
Steel = 50000 psi . . Steel = 50000 psi + Stress = 42%
Stress 24% * Max Static Capacity = 4604 lb. .
- .
.
. . . Stress = .
COLUMN BACKER BEAM Level 2+ . . CONNECTOR @ Level 2+.
,. OK OK
RB2/3.688deepx2.5'x0.071" TWO PIN CONNECTOR
Ndne . I Max Static Capacity = 4604 lb. . Stress = 25%
Stress = . - . Stress = 43%
BRACING . - - . . SLAB &SOIL.
HORIZONTAL OK . DIAGONAL OK Slab = 5' X 2500 psi OK
- .
- ,. ,
• . Soil Bearing Pressure = 1000 psf
1-I/2X 1-I/2X'I6ga . 1-112X I-1/2X 16g Slab Puncture Stress =25%
Stress = 10% • • Stress = 19% - . Slab Bending Stress = 15%
BASE PLATE ANCHORS
OK RAMSET TRUBOLT(ICBO#I372) 0.5 Dia. X 2.25 Mm. EOK
8in X 5 in'X 0.375 in •
Pullout Capacity = 773 lbs.
Steal .= 36000 psi -. • . •
. Shear Capacity = 1586 lbs.
MBase75069 in. lb. -. No. Of Anchors = 2 per Base Plate
Stress .= 44% Anchor Stress = 6%
I. • 4 ,.
* ,. . - ,
. '-. .
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MATERIAL HANDLING ENGINEERING
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COMPONENTS& SPECIFICATIONS : TYPE B
V
V V
V.
ANALYSIS PER CHAP 22. DIV X OF THE 2001 CBC
W2 - Y —42 in LEVELS 2 HI =60 in
H2=48-in
WI =2000 lbs.
W2 =2000 lbs. T / Y2 = 42 in ________________
T / Y342in
PANELS =3
.
y3
LIVE LOAD = 2000 lbs. H2
.
V
FRAME HEIGHT = 144in.
V
V V V
H_ Wi H Y2
FRAME DEPTH 42 in.
BEAM LENGTH 96 in.
V
Hi
ZONE =Zone 4 (Na 1) . yi
TYPE = SINGLE ROW
- L__
COLUMN BEAM @ Level I CONNECTOR @ Level I
OK OK OK
2B/3x3x14ga . RB2/3V688deepx2V5'X0.071" TWO PIN CONNECTOR
Steel = 50000 psi . Steel = 50000 psi Stress = 42%
Stress 24% V Max Static Capacity = 4604 lb.
Stress
COLUMN BACKER BEAM @ Level 2+ CONNECTOR @ Level 2+
(V • OK OK
V RB2/3.688'deepx2.5'x0.071" . TWO PIN CONNECTOR
None Max Static Capacity = 4604 lb.. Stress = 25%
Stress = Stress 43%
BRACING SLAB &SOIL
HORIZONTAL OK DIAGONAL OK Slab 5'X2500psi. OK
.
Soil Bearing Pressure = 1000 psf
1-1/2 X 1-1/2 X l6ga 1-1/2 X 1-1/2 X 16g Slab Puncture Stress = 25%
Stress = 10% Stress = 19% V Slab Bending Stress = 15%
BASE PLATE . ANCHORS
OK.' RAMSET TRUBOLT(ICBO# 1372) 0.5 Dia. X 2.25 'Min. E OK
8 in X '5 in X 0.375 in Pullout Capacity = 773 lb.
Steel = 36000 psi . Shear Capacity = 1586 lbs.
MBase = 4476 in. lb. . .. . No. Of Anchors = 2 per Base Plate
Stress = 44% ._Anchor Stress = 6%V
4
V . V•V - I . .
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LOADS AND DISTRIBUTION ..•
. Em En .
Determines Seisrhic Base Shear per Section 2228.5.1 Chap 22, Div X of the '2001 CBC. ELS . /
If •. - . , /
SEISMIC ZONE: Zone .,Ca:. : 0.44 .
ELV. /F4' r
Number Of Levels:2 I 1 00 EL3 F3
wLL (Sum of live loads): 4000 lbs Na: . . 1.00. .. .
E12 ------F2
. .
wDL (Sum of dead loads) 200 lbs Rw (Longitudinal) 5.60 EL /1
TOTAL FRAME LOAD 4200 lbs Rw(Transverse) 4.40,
.LO4GTUDINAL DIRECTION . ,.
- TRANSVERSE DIRECTION
1 V n: 1 .
- 2.5- Ca. Na i( wLL ' no + wDL V , V
VV
2.5 . Co -. Na • WLLV — frLong - , I.-+.wDL.
Rw -1.4 's., n ' . ..., Rw 1.4 n . .
(2.5 X 0:44 X I Xl X ((4000/2) + 200)) I(5.6 X 1.4) . (? XO.44 X 1 X 1 X ((4000I1).+.00)) 1(4.4 X 1.4 .
VLong 309 lbs VTrans 750 lbs
I F = VI W,H,
W jH j
I
V.. LONGITUDINAL .. TRANSVERSE V
Levels
W,fi -- w. w.h, fi
1 -- - 60 1,100 66,000
- . --110 - - 2,100 126,000 268
2 .•-
V 108 I VI 100 . 118,800, .-198. - 2,100 226,800 482
184,800. V - 09 lbs . 352,800 750 lbs
V .
V
V V fl
V
- - V I V V . V .1 . •
- V
,, V -
Vbrl.
V •
V V V
V.
-J , - 4V
V
V .1 • -V.- . V
V V •_ VV I .V . V - I . .- V •
V
r.,•,.-
VI, • . V ••' •V V - . . 4 V..
V VV - • V VVV V V . V
IZMIC
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flATV 11I17t7004
.4.
1..
LONGITUDINAL ANALYSIS *
THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS
ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE
PROVIDES'ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE. (OR
AT THE BASE FOR PINNED CONDITION WHERE THE BASE PLATE CANNOT CARRY MOMENT)
Mn -n
Mppr + = (flU? I? + ()flfl
_ Fn
M5-5 - 7
IVI ()nn I? - ( Oflfl / 2 7/ F)
MC 2 + Ivf,011, M4-4 h5
M =
[M(/rPI + M/oflr
J
+ M M3 -3--z
Con
-, ..
Ends
M22_
2
'11
:ol = = 154 lbs Mi I ___
/
. 4476 in/lb . . .
FRO ELEVATION.
LEVELS h7 AXIAL LOAD MOMENT - Mconn
: . . . .
, 11 . . 58 ', 55 .. 2,I00, . 4,456 5,480
2 ,. 48 99 4
.
. 1 ,050 , 2,376 .3,252
$ . . N . . ,. • .- . '
* . .- . • .r - --
- . -
--I '. .,!• J- . 4-
'4 .
.4 .. .• , . * . 4 4 '' 1
- •. N. - ,. 44 . . 4...
.4
SAMPLECALC 1
= ( h,) — 4
4 -, . .
* 4
= (154 lbs X 58 in) 4476 in/lb = 4456 in/lb
:
-4-
--I, .
-4
,
.4'.
4*4
4 .4 '
. I
''i
4. ---.4
• 4..
4
.
'4*'
.
47
,.
(4
,- ' 9
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IôI ALLAN ILL IftbtI. rJIVl.'JIN/-. Lfr% j I 100
COLUMN ANALYSIS
ANALYZED PER DIV VII, CHAP 22 OF THE 2001 CBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION.
P= 2100 lbs . .
M- 4456 in/lb.
K•L X X = 1.2X'58in/ 1.3261n .
R 52.5 -KL --Max = . -52:5
K•L. R .
y X42in/I.08in
R. 38.9
Axial
F - -
= 105.7 KSI
=
A
25 KSI
2'-Since: F>F1 /2
50 KSI X [I 50 KSI / (4 X 105.6792KSI)] L
F-=FI1—_-
4.) = 44.1 KSI
Pn = Aeff.. ' = 0.643 int'2 X 44.1 KSI = .28347 lbs.
SECTION PROPERTIES
p1l = 28347 lbs I 1.92 — 1764 lbs -
A :3in
B : 3m.
- . = 0.14
P.- - - t :0.075 in
Flexure .. Aeff: 0.643 int'
P Cm'cM- Ix :1.13 jt'4
Since:—<O;15- Check: —+ ' ~1.33 .. . Sx : 0.7531nt'3
- p - . -. P. Maxjt. - . .- . Rx :1.326 in
Myeild = M. = S •-F. = 0753 In X 50000 PSI = 37650 in/lb - -. ly : 0.7492 int'
Y .1 J - . 5y :,0.493 jn"3
M Ry- :. 1.08 in
Max -- 37650/ 1.67 - = 22,545 in/lb . -. Kx : 1.2
Pf Lx :58in
-IJ 2EI - - . .
- Ky:I
Pcr = = (3.14 I59)"2 X 29500 KSI /(69.6in.)' 2 = 67917 lbs - Ly : 42 in
(Kl)Max
-)
Fy : 50 KSI
-
E :29500K51
= / -- p = (I /(I,-(I.92X2100lb/67917lb))Y1 = 0.94 QC: 1.92
- . . 1.67
1 -
Pcr) . Cmx: 0.85
. .
.
Cb: I
(2 100 lb / 14764 Ib)+ (4456 inllb/22545 in/lb) = 0.32 <1.33 (246/6) -
..
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COLUMN ANALYSIS (3X3X14 GA) CROSS AISLE LOADS
ANALYZED PER DIV X, CHAP 22 OFTHE 2001 CBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION.
Pstatic= 3,480 LB
•• A H_I Pcol _________ Pseismic= 1461601N-LB/42 IN
=3,480 LB
Ptotal= 6,960 LB My=V*h It
B My
Ktx/rx ....12*581N/13261N ---- . -.____ .
= 52.5 <=== (KI/r)max
KyLy/ry = 0 8*42 IN/i 08 IN a I
________ DEPTH
- 31'11
,- SIDEELEVA11ON
.. . . AXIAL . . .
Fe= Tr"2E1(KUr)max"2 V= 844 LB
= 1057 KSI , Mseismic= 146 160 IN LB
Fy/2 25.0 KSI h= .10 .5 IN
SINCE Fe > FY/2 DEPTH= 42 IN
THEN Fn= Fy(i Fy/4Fe)
50 KSI*[150 KSII(4*105.7 KSI)]. . '(EQ' C4-3) . SECTIONPROPERTIES
44.1 KSI A=3OIN
Pn= Aeff*Fn - . . . - B='3.0 IN -
= 28,347 LB (EQ C4-2) . C= 0.75 IN
Oc=192 t=00751N
Aeff=06431NA2
Pa= Pn/Oc Ix = 1.130 IN A4
= 28347 LB/i .92 (EQ C41) . . - Sx =0.7531NA3
= 14,764 LB - •- • .- ., . rx 1.326 IN
P/Pa= 047 > 0.15 Iy = 0.749 IN"4
:FLEXURE .. -. . -.. . .. Sy = 0.493 INA3
- CHECK P/Pa + (C mx*M x)I(Max*px) 1 33 ry = 1.080 IN
P/Paio + Mx/Max :5 1.33 ' (EQ C5-1) . - Kx 1.2
Pno= Ae*Fy . .. (EQ C5-2) . Lx = 58.0 IN
= 0.643 INA2 *50000 PSI . . Ky 0.80 .
=32150LIB r Ly=4201N
Pao= PnolOc Fy= 50 KSI
= 32150 LB/i 92 E= 29,500 KSI
= 16,745 LB . 01 1.67' a
Myield=My Sy*Fy Cmx= 0.85
= 0.493 INA3*50000 PSI Cb= 10
= 37,650 IN-LB .: . • px= {1/[i(Oc*P/Pcr)]}A1 . .
Max= My/Of - . .. - = {1/[i(i:92*6960 LB/67918 LB)])-i
=376501NL13/167 =080
=225451NL.B
Pcr= u2EI/(KL)maxA2 . .--. • .
= u 2*29500 KSI/(i 2*58 IN)'2
67,918 LB.
THUS 4
(6960 LB/i 4764 LB) + (0 85*8862 IN LB)/(22545 IN-LIB-0.8) = 0.89 <1.33,OK (EQ C5-1)
(6960 LB/16745 LB) + (8862 IN LB/22545 IN LB) = 0.81 <1.33,OK (EQ C5-2)
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BEAM ANALYSIS . ..
BEAM TO COLUMN CON1\IECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM,
ALTHOUGH IT DOES NOT. PROVIDE FULL FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING PARTIAL END
FIXITY. FOR THE COMPUTATION OF BEAM TO COLUMN MOMENT CAPACITY, THE PARTIAL END FIXITY MOMENT
OFTHE BEAM WILL BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR THE ANALYSIS OF THE
EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM
For a simply supportedbeam, themax moment at the center is given by WL 2/
. An assumption of partial fixity will decrease
this maximum momentby the following method.,. . .. . .
Percentage of End Fixity = 25% 0 = 0.25 Mcenler(simple)
MCenter= MCenter(Simple ends)- 8*MCenter(Flxed ends) Merds / Mcenter
2/8_ ( 2 /12) = 0 104
ll
. Reduction Coefficient = 0 104/0.125 = 0 833 II
M 2 e,,icr fl./8 O833 .?/8 L"" .
M j1ç =Ø•M,,(FiedEnds) = 2/12. 0.25
= 0.0208 W72 TYPICAL BEAM FRONT VIEW
EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM .
For a simply supported beam, the max deflectidnat the center is given by5w/ 7384 El .
An assumption.of partial fixity will decrease this maximum deflection by the following ,
method. .•
A
A = -384-E -I,
LiveLoad I lvi = 2000 lbs . . .
.DeadLoadllvl 41b/ftX 2 X(96/I2) '=' .64 lbs
M(.fl,W. = 0.104* 2 10320 in/lb ' •' . . . , ..
M j:,,1ç = .
0.0208* W12
= 2064 in/lb
I,=0.6.F,, 30000 PSI
FB 1. = 30000 PSI .. . ...
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BEAM ANALYSIS 2_-
MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON:
I. MAXIMUM MOMENT CAPACITY
Iss)
Fh. = MISV ., I
fl.IJ4/(2/8 1
FBE11. =F',k I .
-
S
.
FB.....16•S
Max.Weight/lvl= " X ILI I I I 1 1,
= ((30000 X 16 X 0877)/(0833 X 96)) X 0.875 = 4604 Ibs/IvI j - 1.728 int14 S,= 0877 A3
2 MAXIMUM ALLOWABLE DEFLECTION F =50000 PSI a(impactCoefjIcient) = 0.875
= L/180 -='- 0:533 In H = 0.833 = 0.25
574 - L(Length) = 96 in 96 in
= Step = 1.625 in BeamThickness = 0071i 384 E . Ix BeamDepth = 3.688 in
Max Weight/ivi = 384 E Allow Top Width = 1.75 in Bottom Width = 25 in
549_ 4 -
-
.
= ((384 X 29000000 X 1 728 X 0 533) 1(5 (4 X 0 25))) X 96''3 = 5800 Ibs/IvI
MAXIMUM ALLOWABLE LIVE LOAD PER LEVEL = 46041bs/IvI BamSfress = 43%
ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL - -
= 1 33
Miai,. = M = s, *
= * 1 125 It'I 'alsmu. ()flfl
Level IVI Static Impact '4AIIoi Stitic '4Seismic '"AlIow Seismic Result
1 10320 11610 26310 5480 35080 GOOD
2 10320 11610 26310 3252 35080 GOOD
-t
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p ,' • .. -
BEAM TO COLUMN ANALYSIS
CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS: .
-S
SHEAR CAPACITY OF PIN .
PinDiain'eter F 0.438In. .
F' = .
"
50000 PSI I :
rl
a' AShear 'Diamet 2 e-r . =.., 0.1507 in A2 ':-
-.
S
.
0.4 A,;. = 0.4 X 50000 X 0.1507 in 3013 lbs
BEARING CAPACITY OF PIN.- -
ColumnThickne.s = 0.075 '' - - 1—c 1/2'
F =65000PS1, .
=222
-a=2.22
Be(,ring = a- F,,.Dia.-CoLThickness/c = '2.22 ?( 65000 X 0.438 X 0.075 2.22 2135 lbs
-3. MOMENT CAPACITY OF BRACKET . •
EdgeDist . 1 .0 In.
PinSpacing = 4 In . '.
'50000 PSI
C=, i+i = i+i(s/45) = PIXIII 1.
T 0A79In;
S. •
- :' - . ,
Sclip = 0 1271n-
M( .'apucay = Sciipiciing = 0.127 1nA ) X.66 X Fy =. 4191 in/lb ,
C d = M j111jip = 'III . d
'••5
..'.
,
a
S
d=EdgeDist/2 0.5 . . , • . . • - t=7 6a
Pr ,,,, = M,p ,,1 /( II d) = 4191 / (1 II X 0. 5) = 7551 lbs L
MINIMUM VALUE OF P1 GOVERNS
21351bs $
M( ()flfl ,f/(fl = * 4.5]+ [ (5/4 5)* s j* ]33
= 12936in/Ib ' :'
OK- ' : . •• ' . -, . . -:
5'
S. •
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HEET No.
SHELF MASTER
INC. CALCULATED BY RF
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11 ATI AMTII' A'r/MI l n DCiItACMA ('A 7AQ
STEP BEAM WELD SECTION-PROPERTIES & CAPACITIES
SCOPE: -
DETERMINE THE EFFECTIVE SECTION PROPERTIES OF THE MEMBER WELD SHOWN
BELOW. THE EFFECT OF THE ROUNDED CORNERS ARE TAKEN INTO ACCOUNT.
I
::LIIII
TYPE "A" WELD TYPE "B" WELD TYPE "C" WELD TYPE "D" WELD
BEAM & WELD INFO ., L.. C -'--'-- E A='3.688 IN
7- B= B= 2.5 IN .1 WELD TYPE I c-
C=1.751N
D=1.6251N - TYPE "A" WELD i-jJ D
tweId* = 01 88 IN
Fu-weld= 70,000 PSI "
Fy-base metal= 55,000 PSI A
- c Fl
WELD SECTION PROPERTIES Y-BAR
0.188 INCH THICK, TYPE "A" WELD .-
AREA= 1.078 INA2 MOMENT CAPACITY= 14,1871N-LB
Sx= 0.51 INA3
EFFECTIVE SECTION PROPERTY FOR WELD* . B
* TAKES INTO ACCOUNT 0.7071 REDUCTION FACTOR
r
0.0000 IN .0.0000 INA2 0.0000 INA4
1.8440 IN 0.69151NA2 0.8425 INA4
0.0000 IN 0.0000 INA2 0.0000 INA4
06060 IN 0.0000-INA2 0.0000 INA4
0.0000 IN 0.0000 INA2 . 0.0000 INA4
1.0315IN 0.3868 INA2 0.2422 INA4
ZAREA= 1.0783 INA2
- ybar= 1.5531N
Ix= 1.0847 INA4
1
1 0.0000 IN 0.0009 IN
2 0.1875 IN 16880 IN
3 0.0000 IN 0.0000 IN
4 - 0.0000 IN 0.0000 IN
5 : 0.0000 IN - 0.0000 IN
6 0.1875 IN 2.0630 IN
WELD MOMENT CAPACITY UNDER SEISMIC LOADING
Fbase-metal= 0.6*Fybase metal -
= 33,000 PSI -
Fweld= 0.3*Fu
=. 21,000 PSI
Feffective= 21,000 PSI
CAPACITY= Feff * Sx-weld * 1.33
= 21000 PSI *0508 INA3 * 1.33
=114,187 IN-LB I
- ,-
IZMIC
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- .Vj •
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TV 7V •V V -t
•-
V
VJ4..
V
PROJECT .- SCHUMACHER V -
FOR • SHELF,MASTER V =
SHEET NO-12 .
CALCULATED BY RF r
DATE 11/17/2004 V
V V4V V V }V
V -
TRANSVERSE ANALYSIS BRACING
IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR INTENSION AND COMPRESSION
IF HORIZONTAL AND DIAGON
11
AL MEMBERS ARE'THE SAME, ANALYS1SWILL BE DONE ON THE V
DIAGONAL MEMBERAS IT WILL GOVERN.
V V V VV4VV
V VV• V V V •
V 'V 4V , .. . V
V V
DIAGONAL BRACING COMPRESSION MEMBER
Ldiag = J(L -6 2 + (D —(2 BCol))2 = 9?! II 0 _____
V
Vd Pma
(IX509Ii7)/(0527) 96.6 In-,
rIVlzn
fle 30667 8 PSI
k /rMin) I SIDE ELEVATION
4 V V V V
V V
V V
VV
-
V
V
V V
:V
V'
V VFV •-. V 'V . .
V V V• V 25000 VV V,
VV
. • r V
V Panel Height (L) = 42 In V
V
TVV
F
I
Panel Depth (D) = 42 In
2 Column Depth (B) = 3 In
4 . •V •V V
V
VVV .V
( F
V V
Clear Depth (D 2*B)=
V
36
F F 1. .' = 50000X(l-'(50000/(4X30667V84) V 4 'I 4 F) = 296KS1 v
V V -
V VV •. £ I
P = Area VF -. •VVV 4 V V
V V l'•. V
f V T 77 V V 8 175 lbs
- 4
V V
V V V V V
V V V V V.
V Q=192 V
V
-' V
V •
V V V •4V • V . V
P =;._!VVV =4258 lbs V V V CI V
V.V cc V V•• IV
VDiag *
Brace Stress
=
.= 0 25 < E33 (19 %)
(I . I .
V
V'
V V. 4V
V S •
MIC PROJECT SCHUMACHER
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to! Al LAN! IL SI KLL I rOIVIUIN& LP 'ii IOö iJt I I. , Il/ i,,lvut
OVERTURNING ANALYSIS
ANALYSS OF OVER1TURNING WILL BE.BASED.ON SECTION, 2228.7..l OF THE 2001 CBC.
FULLY LOADED
Total Shear. = 750 lbs. . ... . . w
,
_
.'
. . .
MOW - v, Ht 1 15
M = 750X91X1.15., ., 78488in/lb . f '.-
• —fF6..
M, +85wDL).d/2. 2 -• I -
AIM
(4000+(.85 X 200)) 42/2 =-• . 87570,in/lb ,. . • .. / - JF5
. S
i(M —M ) = (78488-87570)142 . . . . . . .,
d = -216 lbs Puplift <= 0 NO, Up Lift F4
TOP SHELF LOA DED . .• -'•• . .
'.•
Shea, 375 lbs
F3
Ht-1.15 M, =
\
F 2 (N
375 X 108 X 1.15 = . 4575 in/lb .
Z
f
M, = + wDL) d/2
Fl
= (2000 + (.85 X200)) X42 /2 45570 in/lb . .
Puplift..
= (46575-455;o) /42 ..
CROSS AISLE ELEVATION
d = 24 1 bs. .'. - . .•
4 ANCHORS
No. ofAnchors 2 . .
Pull Out Capaci 773 Lbs
-. . •. Shear Capacity: 1586 Lbs. • . .
. -
'-; • . .
COMBINED STRESS : S . .. • .
Fullv Loaded = (0/7.73 X2))+((750/2)/(1586X2))= 0.03 • . ,. -, S.
*
Tab Shelf Lóadec1 (24/(773,X ))+((375/2)/(1586X2))= 0.01
USE 2MSET TRUBOLT(ICBO#1372) 0.5 Dia.X 2.25 M Embd. Achors per
:..
BasePlate.
.
. . . . * . . •
.1 .
SEIZMIC PROJECT SCHUMACHER
FOR SHELF MASTER
,MATERIAL HANDLING ENGINEERING SHEET NO. 14
TEL (909)869 -0989 FAX :(909)869 - 0981 CALCULATED BY RF
1A1 -ATI ANTIC STRF.F.T POMONA 'CA 91768 DATE 11/17/2004
BASE PLATE ANALYSIS ,
THE BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL
LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY).
THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE I. MOMENT CAPACITY OF THE BASE PLATE,
2. MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3.,Vcol*h/2 (FULL FIXITY). Mb IS THAT SMALLEST
VALUE OBTAINED FROM THE 3 CRITERIA ABOVE.
Pcol 2100 lbs : BaePlate Width ('B) = 8 in b =3 in
4476 in/lb Base Plate Depth "D) = 5 in bi = 2.5 in
- Base Plate Thickness ('t) = 0.375 in Fv ('base) = 36000 PSI
= " ' = 52.5 PSI
ADB . . . . ..
.
.fb 2 = 83.9 PSI - D.B./6 . fni
fh2 = f = 52.45 PSI B
. b 4' bi
fbi f/;fb2 = 31.47 PSI
2 2 wb1 b ___ 2 [f,+fh+.67 fh,1
Mb = .371.69 in/lb fa
y.
- _L = 0.02 in/cb . Base 6 - b2
F11 = 75Ff 1 33 = 36000 PSI
,V'(
f'h Mb
- 0.44 <=10K ', fb
ANCHOR TENSION ' - , Pc o— Dp -
No. of Anchors Resistina Tension (n) = . M
Mo
-' r'1
AL
I
-1
T d2 = M851vc! - (b-I 2))
T M,r. -
b .
= 0 T Danchor4
d7 n•d, - NEGATIVE. THEREFORE NO TENSION
. :
CSElZMl!C
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX (909)869 - 0981
,1 •
,PROJECT. SCHUMACHER
FOR SHELF MASTER,
SHEET NO. 15
- CALCULATED BY RF
161 ATLANTIC STREET, POMONA., CA 91768 UAIE III1/IZUU
SLAB AND SOIL ,
THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE
ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND LARGER .
'. WILL ACT AS A FOOTING. . .
PINCTURE .
*(EQ 12-5) SEC. 161(22:
~llllic = 2100 lbs M11, 78487.5 in-lb p
457.6 lbs
= 2 = 100 PSI
Apuncl =[B++(w+J}2.t =" 180sq.in.
2)
.
= 0.25 b B
SLAB TENSION . •• .,
,,
L
P •144' • . . •
= =
1.33
495 sq. in. - FOOTING
_ r — • -
. B. 81n
J so! 22:26 in .
W=51n
B=B•W+t . ' = . 11.32 in-
Frame Depth d- = 42 in
L—B'
'.
' = b = ' 5.47 in CONCRETE - .
wb2 1.33 1 . OI/ •
,• = 2500 PSI
JW'conc =• = •
= 138 in-lb
2 144•2 . ' . . t. =. sin
S 51,7 = --• -.
1 . t2
4.17 cb. in.
.
0 = 0.65
F =d!/7 •. • 5 SOIL
= 162.5 PSI .
M.11, - ,• '. - fsoil = 1000 PSF
=
. Fh S 11 :onc
- 0.15
•
-
OK
St • '