HomeMy WebLinkAbout2081 FARADAY AVE; ; CB993219; PermitCity of Carlsbad
Commercial/Industrial Permit Permit No: CB993219
Building Inspection Request Line (760) 438-3101
Job Address: 2081 FARADAY AV CBAD
Permit Type: Tl Sub Type:
Parcel No: 2121202600 Lot #:
Valuation: $62,000.00 Construction Type:
Occupancy Group: Reference #:
Project Title: CALLAWAY GOLF
INSTALL PALLET RACKS
Applicant:
LIPKIN STEVE
2306 MARION LN
ESCONDIDO CA 92025
760-739-9126
Total Fees: $763.59
Building Permit
Add'I Building Permit Fee :
Plan Check
Add'I Plan Check Fee
Plan Check Discount
Strong Motion Fee
Park Fee
LFM Fee
Bridge Fee
STD #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 $0.00
INDUST
0
NEW
lnspecior: dL FINAL APPROVAL
Date: ( 2-l ~7(
Status:
Applied:
Entered By:
Plan Approved:
Issued:
Inspect Area:
ISSUED
08/26/1999
MDEP
10/05/1999
10/05/1999
$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
$763.59
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 Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and 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.
CITY OF CARLSBAD
2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161
467-91
FOR OFFICE USE ONLY
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
2075 Las Palmas Dr., Carlsbad CA 92009
(760) 438-1161
PLAN CHECK NO. fCZ-~Z----l9
EST. VAL. Gz~
Plan Ck. Deposit 'c..-_(f, Y G.,B'
Validated By 11t1dJ G
Date =)': / i0 9
Address (include Bldg/Suite #) '2,081 'FAfZkO
Legal Description
Assessor's Parcel # I . l ,.,. ~t:),-Z,.kl'
#of Stories # of Bedrooms .,.. # of Bathrooms :z.,, -
State/Zip Telephone# Fax#
',"' = ~N ''." _, ,
Name
,4;. , 'PBOPER'TY-OWNER , . · , -~ ~Gt,Lr ..
Name City S.tate/Zip Telephone#
''\· : :,
(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
exel]!?.t~n. An violation.2t, Section 7031.5 by any applicant for a permit subjects t applicant to a civil penalt of not more than five hundred dollars [$5001). r~ E v1PT f.o. I ~ • -u,11-1030 .,
Name Address City State/Zip Telephone #
State License # "1 D 2-U !,
-:$E'l{t:MIL1 1 NL.
License Class -.,.--------,.--City Business License # ~~:=:::;;;: __ .,,...
11Dt /m.lrr.Jr1 <-S,r; P@ow~ u;, &fl1bf 4()9,e 8"'1-0981
Designer Name Address City State/Zip Telephone
State License # _________ _
~:~:~~!!~~~!~:~!~~!:!~~n; ~-~ereby affirm ~~d:~-~e~ait~ ;f ~~;jur~ :~~-:f ;h: ;:u:wing:;:,::a-ti~~s:.,
0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
)tl 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 7·,J\.m fv"' D Policy No.1--2, :1:~1 'l Expiration Date I-I -00
(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 un wful, and shall subject an employer to criminal penalties and civil fines up to one hundred
thousand dollar ($100,000), in ad 'tion to the cost o compens tio , am es as provided for in Section 3706 of the abo code, interest and attorney's fees •
. SIGNATURE ..-, ~ • DATE {0 fG .
Cf~e;~ t~~f~!::;;;~~~;!~Nt~~ ~~ntr.ac~~~;~;~i~~n~~-;~~~ ~:~·th~ f:~,~;~~:.r~a~on;-, , ·· •
0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale
(Sec. 7044, Business and Professions Code: The 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 such improvements are not intended or offered for sale. If, however, the building or improvement is
sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for. the purpose of sale).
l)n 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).
0 I am exempt under Section ______ Business and Professions Code for this reason:
1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 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 / 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): ____________________ ----=-""-----------------------------------
PROPERTY OWNER SIGNATURE-l~-'-~F-''---'li:--::a~=--------------
&bMl>L!;T~.Jlil~ 'SE«;l'tl9N FOB NON'!flESID
Is the applicant or future building occupant r uired to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 55 4 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 O 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 EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT .
• ~ •. ,,,;,~Q.N$.tii:V.crtQ!\l~.~D,ING,A,G_EIIJ,C.¥.L._.!. __ .... : -~·-·, .,<. L ,. , __ '..'. ,··.:.<: ; ; .. ,,_,'
I hereby affirm that ther/e is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code).
LENDER'S NAME N _ A LENDER'S ADDRESS '~~-·.'.AePl-.lCA_I\ITCE)rf/f!QAJAO,t.J, .: ·-· .. ·. ~. ··. , .": ·-···.· .. ,,. ~ ... -.--.---:--_--:'-, .-_-. __ --... -.. -.---.-.. ---.--.-.,-.. -.-_-_-_-.. -.. -._:-_.:-::---.:,--,,-.. -•. -,..-.-. -.-.-.. ---... -.:_-:; .';
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 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 demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by he Building Offici un r the provisions of this Code shall expire by limitation and become null and void if the building or
work authorized by such permit is no ommenced 't 6 days from the date of such permit or if the building or work authorized by such permit is suspended
or abandoned at anytime after the · nc fo~ eri~d of 180 days (Section 106.4.4 Uniform Building Code).0! . J
APPLICANT'S SIGNATURE ~-.:--~~L~_ .... _-_~::~~:-·;_''-_-_-_-_-_-_ .. ____________ DATE fl'l!_ P[11 , ----,,~~~--------
YELLOW: Applicant PINK: Finance
City of Carlsbad Inspection Request
For: 12/1/1999
Permit# CB993219
Title: CALLAWAY GOLF
Description: INSTALL PALLET RACKS
Type:TI
Job Address:
Suite:
Location:
Sub Type: INDUST
2081, FARADAY AV
Lot 0
APPLICANT LIPKIN STEVE
Owner: WAY INVESTMENTS L L C
Remarks: RACKING FINAL INSP
Total Time:
CD Description Act Comments
Inspector Assignment: TP ---
Phone:
Inspector: $.
Requested By: MICHELE
Entered By: CHRISTINE
19 Final Structural -¥-----
Associated PCRs
Inspection History
Date Description
10/14/1999 14 Frame/Steel/Bolting/Welding
10/13/1999 14 Frame/Steel/Bolting/Welding
Act lnsp Comments
CO RB ND FIRE APPROVAL BEFORE INSP
NS RB
EsGil Corporation
1n. Partnersliip witli (jovemment for 'BuiCaing Safety
DATE: 10/4/99
JURISDICTION: Carlsbad
PLAN CHECK NO.: 99-3219
PROJECT ADDRESS: 2081 Faraday Ave.
SET: II
~ANT
~ D PLAN REVIEWER
D FILE
PROJECT NAME: Storage Racks for Callaway Distribution Center
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
[SI 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.
D 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.
D The applicant's copy of the check list has been sent to:
[SI 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#:
Mail Telephone Fax In Person
[SI REMARKS: 1. City to verify that the path of travel from the handicapped parking to the rack area
... and the bathroom serving the rack area complies with all the disabled access requirements .
. "d~
By: David Yao Enclosures:
Esgil Corporation
D GA D MB D EJ D PC 9/27 trnsmtl .dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576
EsGil Corporation
'l.n Partnersliip witli (jovemment for 'lJuiftfing Safety
DATE: 9/10/99
JURISDICTION: Carlsbad
PLAN CHECK NO.: 99-3219
PROJECT ADDRESS: 2081 Faraday Ave.
SET:I
N REVIEWER
CJ FILE
PROJECT NAME: Storage Racks for Callaway Distribution Ce~ter
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.
1:8:j 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.
· cg:] The applicant's copy of the check list has been sent to:
lndoff, Inc. 2306 Marion Lane Escondido CA 92025
cg:] 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#:
Mail Telephone Fax In Person
D REMARKS: ,
By: David Yao Enclosures:
Esgil Corporation
D GA D MB D EJ D PC 8/30 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576
JI
Carlsbad 99-3219
9/10/99
GENERAL PLAN CORRECTION LIST
JURISDICTION: Carlsbad
PROJECT ADDRESS: 2081 Faraday Ave.
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 8/30
REVIEWED BY: David Yao
FOREWORD (PLEASE READ):
PLAN CHECK NO.: 99-3219
DATE REVIEW COMPLETED:
9/10/99
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 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 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.
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, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-
1161. 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 Corpor9tion only will not be
reviewed by the City Planning, Engineering and Fire Departments until review by EsGil
Corporation is complete.
2. 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.
_.,
Carlsbad 99-3219
9/10/99 .
3. Please indicate here if any changes have been made to the plans that are not a result of
corrections from this list. If there are other changes, please briefly describe them and
where they are located on the plans. Have changes been made not resulting from this
list?
D Yes D No
4. Provide a statement on the Title Sheet of the plans that this project shall comply with
Title 24.
5. 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 3-0 and 3-E.
6. The tenant space and new and/or existing facilities serving the remodeled area must be
accessible to and functional for the physically disabled. Title 24, Part 2.
7. Obtain Fire Department approval for groups F, Mand S occupancy storage.
8. Indicate the clearance from the new racks to the existi~g building walls and building
columns.
9. Note on the plans that the rack design loads will be posted.
10. Provide forklift protection.(check exception)
11. Include the 25% increas~ in vertical loading for impact load.
12. Recheck all connections on sheet 99-1717 A as follows:
a) The rivet bearing capacity is only dtFu = 0.406(0.0747)65 = 2 kips.
b) Provide calculations for all beam to bracket weld capacities
c) Check the bracket maximum weak axis moment.
13. 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).
The distance from the floor to first diagonal brace shall be specified on the plan.
14. 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 David Yao at Esgil Corporation. Thank you.
Carlsbad 99-3219
9/10/99
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad
PREPARED BY: David Yao
BUILDING ADDRESS: 2081 Faraday Ave.
BUILDING OCCUPANCY: ·
BUILDING PORTION BUILDING AREA
(ft.2)
Storage racks
Air Conditioning
Fire Sprinklers
TOTAL VALUE
PLAN CHECK NO.: 99-3219
DATE: 9/10/99
TYPE OF CONSTRUCTION: ,.
VALUATION VALUE
MULTIPLIER ($)
62000
(per city)
D 199 UBC Building Permit Fee 12:] Bldg. Permit Fee by ordinance:$ 454.83
D 199 UBC Plan Check Fee 12:] Plan Check Fee by ordinance: $ 295.64
Type of Review: 12:] Complete Review D Structural Only D Hourly
D Repetitive Fee Applicable D Other:
Esgil Plan Review Fee: $ 236.51
Comments:
Sheet 1 of 1
macvalue.doc 5196
PLANNING/ENGINEERING APPROVALS
PERMIT NUMBER =CB~qt....-c( ___ 3 ____ ;}._/ 9 __ DATE _-9.:....r../_J_/_q_q __
ADDRESS d O ~ l
.RESIDENTIAL • ,0: •• ~ •
' -·,,,: .~,. TENANT IMPROVEMENT .
.. ·-RESIDENTIALJADDITION MINOR.. ·''.;~·:·'. :·.: --_: :'.':PLAZA·CAMINO.'.REAL
·., < < $10,000.00)
.. , .. ' . ' . ' ' ~ .. .. '
• ' • : < .,,,-·: ,· • '
CARLSBAD COMPANY STORES
VILLAGE FAIRE
COMPLETE OFFICE BUILDINC
OTHER Y ct ·, ( C-+ i Ci c {( ____ --:....;; ____ __;_____,.l _________ _
PLANNER~~ DATE~q-1-[J......._-/c~Fl __
ENGINEE(a) J L../ DATE_C/i ........ /_,_5/ ___ 1? _____ _
nn~Mlc::Fnrmt/Pl;annina r=:nainoPrinn .annrn~le
Carlsbad Fire Department 990326
2560 Orion Way
Carlsbad, CA 92008
Plan Review Requirements Category:
Fire Prevention
(760) 931-2121
Date of Report: 09/30/1999 --------------
Building Plan
Reviewed by:
Name: BKM
Address: 9650 Chesapeake Dr.
City, State: San Diego CA 92123
Plan Checker: Job #: 990326 -------
Job Name: Callaway Dist Ctr Bldg#: CB993219 ------------------Job Address: 2081 Faraday Ave Ste. or Bldg. No.
~ Approved
D Approved
Subject to
D 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 as failure to comply with instructions in this report can result in
suspension of permit 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 / 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 I or standards. Please review carefully all comments
attached. Please resubmit the necessary plans and/ or specifications to this
office for review and approval.
1st
990326
2nd
FD File#
3rd Other Agency ID
...
SEIZMlf
INC .
MATERIAL HANDLING ENGINEEE
EST. 1985
TEL: (909) 869 -0989 STRUCTURAL CORRECTION
·FOR
FAX: (909) 869 -0981
CALLAWAY GOLF DIST CTR
2081FARDAY
CARLSBAD, CA
JOB #99-1717
SEPfEMBER 24, 1999
P.C. # 99-3219
BELOW ARE THE RESPONSES TO THE PLAN CORRECTIONS:
1. UNDERSTOOD.
2. UNDERSTOOD.
3. NO CHANGES OTHER THOSE REQUESTED ON CORRECTION SHEET SHALL BE MADE.
4. NOTE SHALL BE ADDED TO LAYOUTS STATING THAT THIS PROJECT SHALL COMPLY
WITH TITLE 24.
5. PLEASE BE ADVISED THAT THERE WILL BE NO HAZARDOUS MATERIALS STORED OR
UTILIZED AT THIS FACILITY. NOTE HAS ALSO BEEN ADDED TO LAYOUTS.
6. ALL DISABLED ACCESS REQUIREMENTS SHALL BE i\.ffiT.
7. FIRE DEPARTMENT APPROVAL TO BE OBTAINED PRIOR TO ISSUANCE OF A PERMIT.
8. CLEARANCE FROM THE NEW RACK TO THE BUILDING WALLS AND/OR COLUMNS
SHALL BE NO LESS THAN 3".
9. SIGNS SHOWING RACK DESIGN LOAD SHALL BE PROVIDED.
10. PLEASE SEE ADDED COLUMN CHECK CALCULATION SHEET (PAGE#9B) PER
SECTION 2222.5 OF THE 1997 UNIFORM BULIDING CODE, SHOWING ADEQUACY OF
THE EXISTING COLUMNS WITHOUT THE UTILIZATION OF COLUMN PROTECTORS.
11. PAGE 13 CONSIDERS THE25% VERTICAL IMPACT LOAD IN THE ANALYSIS OF THE
BEAM. SECTION 2228.2 STATES THAT 25% OF ONE UNIT LOAD SHALL BE
CONSIDERED. SINCE WE HA VE 2 PALLETS PER PAIR OF BEAMS, THE STATIC
MOMENT DETERMINED ON PAGE 13 IS INCREASED BY 12.5% TO ACCOUNT FOR THE
VERTICAL IMPACT.
161 Atlantic Street • Pomona • California91768
12. a) PLEASE SEE RIVET BEARING CAPACITY ON CALCULATION PAGE 14.1
.. b) PLEASESEECALCULATIONONPAGE 14.2FOR CAPACITY OFTHEBEAMTO
BRACKET WELDS.
c) PLEASE SEE BRACKET WEAK AXIS BENDING ON CALCULATION PAGE 14.1
13. SEE PAGE 12.3 FOR COLUMN CROSS AISLE CALCS. DIMENSION OF DISTANCE TO
FIRST DIAGONAL FROM FLOOR ADDED TO SHEET 99-1717A.
PLEASE FEEL FREE TO CALL IF YOU HA VE ANY QUESTIONS,
AL ABOLHASSANI
STORAGE RACKS
DRIVE-IN RACKS
CANTILEVER RACKS
MEZZANINES
CONVEYORS
CAROUSELS
PUSHBACK RACKS
RACK BUILDINGS
STEEL SHELVING
MOVABLE SHELVING
STORAGE TANKS
MODULAR OFFICES
GONDOLAS
BOOKSTACKS
FLOW RACKS
FOOTINGS
SEIZMIC
MATERIAL HANDLING ENGINEERING
EST. 1985
SEISMIC ANALYSIS ALASKA
STRUCTURAL DESIGN ARIZONA
CITY APPROVALS CALIFORNIA
ST ATE APPROVALS COLORADO
PRODUCT TESTING CONNECTICUT
FIELD INSPECTION GEORGIA
SPECIAL FABRICATION IDAHO
PERMITTING SERVICES ILLINOIS
SELECTIVE RACK
FOR
INDIANA
KANSAS
MICHIGAN
MINNESOTA
MISSOURI
MONTANA
NEVADA
NEW MEXICO
CALLA WAY GOLF DISTRIBUTION CTR
2081 FARDAY
CARLSBAD, CA
JOB #:99.,_fl 7 .,,,,... -
OHIO
OKLAHOMA
OREGON
PENNSYLVANIA
TEXAS
UTAH
VIRGINIA
WASHINGTON
WISCONSIN
161 ATLANTIC STREET • POMONA • CA 91768 • TEL: (909)869-0989 • FAX: (909)869-0981
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT_-:-:-CA-:-::L-::-LA-::-::-W_A_Y_G_O_L_F_D_IS_T_. C_E_NT_ER __
INDOFF FO . .__ ____________ _
SHEET NO 2 OF 18
CALCULATED BY BOB s. DATE 08-09-1999
TABLE OF CONTENTS
SCOPE:
DESCRIPTION
COVER SHEET
TABLE OF CONTENTS
SCOPE
PARAMETERS
CONFIGURATIONS
COMPONENTS & SPECS.
LOADS AND DISTRIBUTION
LONGITUDINAL ANALYSIS
COLUMN
BEAM
BEAM TO COLUMN
BRACING
OVERTURNING
BASE PLATE
SLAB & SOIL
PAGE#
1
2
2
3
4-5
6-9
10
11
12
13
14
15
16
17
18
THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH
THE 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.
I ' '
'. I PROJECT-,--_C'.""'."A~L'.:"'.'.LA::'."'W'."'"'".·_,,A_Y __ G_O_L __ F_D_IS-:-, T'.-;-~i-:-· C....;.,E~N_T __ ER_. -
INOOFF. .;
MATERIAL HANDLING ENGINEERING
TEL; {909)869'--0989 • FA)(; (909)869 .. 0981 ·
1'61 ATLANlJC:S"fREET •· POMONA. •· CA 9·1768
FO . ._ ______ -,,-_______ .,....... ____ _
SHEET N0,_ __ 3 ___ OF __ .....__...,..f_6..:...··· ~~ oa~o9-19·99 , · CALCUtAtEb BY-,--_B""""'·o_B_S_~_ DATE
STORAGE RACKS CONSIST OF SEVERAL aAYS, INTERCONNECTED IN ONE. OR BOTH
· DIRECTIONS WITH THE COLUMNS OF THE VERTICAL.FRAMES BEING COMMON BETWEEN
ANY ADJACENT BAY$.
THE ANALYSiS WILL FOCUS.ON A TRIBUTARYBAYTO BE ANALYZED IN BOTH
LONGl!~i~~~~YA~gN:;~~~:A:t~-f ~:E~~~6~NT'ON:t3EAM TO COLUMN MOMENT,
WHILE THE. BRACING A Ct TR~NSVERSJ;LY.
1. COLUMN.
2.BEAM.
, 3. BEAM TO COLUMN.
i 4. ·BAS!;: PLATE.
TRIBUTARY AREA
:-----.-/--------------;
5, HORIZONTAL BRACING.
p. PIAGONALBRACIN~. · ' ! ,, i. BACK CONNl=OTO.R·.
. . r1 ...... · ... I ... · .... 1-· ... 1 ..... 1
TRANSVERSE, L-~---,-~---------------1
tON~ITUDINAL
TOP VIEW
~-, MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
CONFIGURATIONS
PROJECT_---;-;;CA:-;;::-;LL~A:;::-W_A_Y_G_O_LF-=-D:.::.IS..:.T:..... C=E::.N:.:T..::::E~R-
INDOFF
FO --------:~----------SHEET N0. ___ 4 ____ OF ____ 1_8 __ _
CALCULATED BY __ B_O_B_S_._ DATE 08-09-1999
ROWS LS-LG D/R
1,750 lb.
1,750 lb.
120"--~
ROWS L7-L 10 D/R
1,750 lb.
7 r +-1,750 lb.
6 f-+-1,750 lb.
5 +-1,7501b. f-228" 4 +-1,7501b.
+-3 f-1,750 lb.
2 +-1,7501b. 54"
1 L-3 "
L 120" L .f 48" .r 'IL L
'I 'I 'I
i j
l !
t I
I
. MATl;RIALHA~DLING ENGINEERING
TEL:' (909.)869-0'989 • FAX: (909)869-0981
. 161. ATLANTIC STREET• POMONA•• CA .91'768
· p R 9 JE CT__,.----;-;C:-;;A:-;LLA~W_A_Y_G_O_· L __ F_D:...;l,.::_;ST~, ·.,...:C:z:E:.:.;:N..:..'l':t::1ER,:____ INDOFF . . . f:< •••
FO,._,,..,...... _________ ::---------------.-
SHEET ;No. _____ 5 ____ OF __ _____,:-:-1_·8..!..-,.a..:' ..... ·-
CALCU,l,.ATED BY 'BOB s. DATE 08--09-l!f99 ·,
. CONFlGURATIONS I ,
ROWS.l-14
'!,' '
1',750 lb. ' '
120", ...... · -....1k ~. 48"'.r ~ 48" ,r
ROWS 15--20
· 1;750,lb. •'
276'' t
2
1 750 lb;
r I ,.750.lb.
7 n
t· .. '" .·.
If -· :, 12011--L ".I,
' , '. I · ..
PROJECT_----:-:L-:-::A:--:LLA=-=W_A_Y_G_O_L_F_D_IS_T_._C_E_NT_E_R __
INDOFF FO.,._ _______________ _
SHEET N0. ___ 6 ____ OF ____ 1_8 __ _
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768
CAL CU LA TED BY __ B_O_B_S_._ DA T_E _0_8_-_0_9_-_1 _9_9_9_
ROWS LS-LG D/R
SPECIFICATION
-MAIN STEEL 000 PSI
-BASE PLATE STEEL 36000 PSI 1,750 lb.
-ANCHOR -WEDGE TYPE 1 /2 x 3-1 /2 MIN. EM ED.
-FLOOR SLAB 5.5" X 2500 PSI. REINFORCE! 27611
-SOIL BEARING PRESSURE 1 000 PSF
-SEISMIC ZONE 4.
-TYPE = INTERCONNECTED UNITS.
120"--(
lu = 120"
"'-48",I,
SECTION AXIAL FORCE MOMENT BEAM MOMENT
1 1,830 lb. 6,030 in.lb. 7,069 in.lb. <-std.conn. 2 915 lb. 4, 1 09 in.lb. 4,055 in.lb. <-std.conn.
ROWS LS-LG D/R DESIGN LOAD = 1750#
BASE PLATE COLUMN BEAM
'V 'V 3X3X14GA. 'V
8XSX.375 COLUMN STRESS =0.49 4-1 / 4 X 2-1 /2 X 1 4 ga.
Mbase = 6029 in.lb. MAX LOAD/LEVEL= 3,800 lb.
BEAM IS 0.K.
OVERTURNING BRACING SLAB & SOIL
'V HORIZONTAL 'V DIAGONAL 'V 'V ANCHOR STRESS = 0.05 11/2X11/2X1/4X16GA 1 1 /2 X 1 1/2 X, 1 / 4 X 16 GA PUNCf. STRESS = 0.23
# OF ANCHORS = 2 STRESS= 0.07 STRESS= 0.15 BENDING STRESS =0.12
NOTE: ALL RACK IN BACK TO BACK ROWS. USE 3 ROW SPACERS BETWEEN FRAMES
FOR 19'H & 23'H UPRIGHTS.
, MATERIAL HANDLING.ENGINEERING
TEL: (909)869-098.9 • FAXi (909)869-0981
161 ATLANJlC STREET, POMONA-. CA 91768 ' " ., ..
· ROWS L 7.-L 1 0 D/R
SPECIFICA tlON .
., SEISMIC ZONE 4.
-TYPE = INTERCONNECTED UNITS.
SECTION
l
2
3
4
5
6
7
AXIAL FORCE
6,405 lb.
' ·5,490 lb.
4,57~ lb:.
3,660 :lb.
2,745 lb.
1,830 ,lb.
9,1s 1b.
. PROJECT ............ --:-:CA-:-::L::-:LA~· =-W.....,A_Y_G_O_L---'F __ D..,,...J,'-$T...,,..· ._C-,'!l;_NT_E-e-R __
INDOFF t FO,R .... ---.,.,...-...,......----,----,----..,.....,.......,,_ ........ -----:,-,,----j -. ,~-. SHEE-T ~m...,.,....,,...._ ___________ oF ____ ~~~_..;._-
cALCOLATED BY BOB: 'S.. DA TE oa-o~.:.fg:99 ' .
. b.. t
11 .. . . 1 20" · ,.
lu.,:;:,; 120"
MOMENT . BEAM MOMENT
7,0~6 .in.lb.
7 ,Z3 6 in~'lb.
.6,700 in.lb;
~,8S6 in.lb,
4.,824 inO.lb.
. 3.,484 ihJb.
11876 in.lb.
9', 1 35 in.lb, <-std.conn.
8~968 in_.lb. <-std.conn.
8,298 in.lb. <-std;conn.
7 ,3-60 in.lb. <-std.conn.
6,-1 54 in.lb. <-std.conn.
4-,680 in.lb. <-std.conn.
2,938 in.lb. <-std.conn.
. / ~,. . , '
RO·WS L7-L lO: DIR.:DES:IGN LO.AD
BASE PLATE , ·COLU,MN BEAM
...J V · 3X3X1 4GA.
8 X 5 X .3 7 5 .... c.,,..o,.,..l __ lJM,.,.. __ N ___ ..,.,_,, ...... s.,...T_R __ ES;....S_·· =.,...o_ . ...,7 ,-~--...... ··
Mbase = 70:l4 in.lb.
4-l/4 X 2-1 /2 X 14 ga.
MAX LOAD/LEVEL= 3,800 lb.
BEAM IS Q.K.
OVERTU_R.NING BRACING -. SLAB & SOIL
, AN .. CHo· R S ESS O ...J
6
f.fOR!ZONTA,L ...J. . .. DtAGONAL ...J _ . _ ...J:.
. TR,, -::::; ~-l · l l/2X-l 1/2Xl/4X T{?'GA': 1 ~·/z·~H4~X 1/4-X H~GA PUNCT. STRESS=0.82
.. # OF ANCHoRS-== 2. STRESS= 0.2'3 .·. , . · STRESS:::. 0S6 . ,BENDING STRESS :::Q;96
. '
PROJECT_----:-'.C:-:":A::-'.L::-:LA:::W_A_Y_G_O_L_F_D_IS_T_._C_E_NT_E_R __
INDOFF FOR ________________ _
SHEET N0 .. ___ 8 ____ OF ____ 1_8 __ _
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
CALCULATED BY __ B_O_B_S_._ DA TE 08-09-1999
ROWS 1-14
SPECIFICATION
-MAIN STEEL
-BASE PLATE STEEL
50000 PSI
36000 PSI
-ANCHOR-WEDGE TYPE 1/2 x 3-1/2 MIN. EM EC. sr
-FLOOR SLAB 5.5" X 2500 PSI. REINFORCE! 276" 1
-SOIL BEARING PRESSURE 1000 PSF sr
-SEISMIC ZONE 4. 1
-TYPE = INTERCONNECTED UNITS. t-
1,7501b.
1,7501b.
1,7501b.
2
1,7501b.
1
r
214#~ 272# •
160#~ 204# ___.
107# ~ ~ L
'I~ 120" } ~ 48"-,J,
lu = 120" SECTION AXIAL FORCE MOMENT BEAM MOMENT
1 3,660 lb. 6,432 in.lb. 8,231 in.lb. <-std.conn. 2 2,745 lb. 6,030 in.lb.
3 1,830 lb. 4,690 in.lb. 7,360 in.lb. <-std.conn.
4 915 lb. 2,680 in.lb. 5,685 in.lb. <-std.conn.
3,340 in.lb. <-std.conn.
ROWS 1-1 4 DESIGN LOAD = 1750#
BASE PLATE COLUMN BEAM
-,J -,J 3X3X14GA. -,J
8 X 5 X .375 COLUMN STRESS =0.58 4-1 / 4 X 2-1 /2 X 14 ga.
Mbase = 6431 in.lb. MAX LOAD/LEVEL= 3,800 lb.
BEAM IS 0.K.
OVERTURNING BRACING SLAB & SOIL
-,J HORIZONTAL -,J DIAGONAL -,J -,J
ANCHOR STRESS= 0.09 11/2X11/2X1/4X16GA 1 1 /2 X 1 1 /2 X 1 / 4 X 16 GA PUNCT. STRESS = 0.46
# OF ANCHORS = 2 STRESS = 0. 1 3 STRESS= 0.31 BENDING STRESS =0.40
MATERIAL HANDLiNG-ENGINEERING
TEL: (909)8ij9-0989 • .FAX: (909)869-0981
161 ATLANTIC STREET' • POMONA ,• CA Jhtsa '
Pit QJECT_,,....,--:-.C'.':'!".A~'t=--:LA=·W:""'". _,A_:Y_.G_O_L_F_D_IS_T....,..,,...t ...... ; ~--·N_T..;,,;E_R----'-
F0·~___,.--..,....1 _N_D__,O_FF-,-. :-------..,....---,-"' --
9 18 SH:E E f NO._ ________________ 0 F . . ,
CALC.ULATED BY 13Q8 S. DATE 08-()$)~{~~.
· ROWS 15-20,.
''
I
I I
I
'
''
' !
'I
SPECIFICATION
-MAIN STEEL
-,BAS.E P.LATE ST~EL
SECTION
l ''
2
3
:
50000 PSI ..
3Ei000 PSI.
AXIAL FORCE ..
'2,745-IQ.
1,8'30 lb.·
91'$,lb,.
-.,,
t ~ · '): 1 20" "I ~ 4811 =k
lu = 120'' MOMENT . BEAM MOMENT
7,q3·5 i'n-.16. , 8 ·53,2 inJb. <-std. conn. 6,0.30. in.lb.· "' ,. '
3,618 inAb. 6·,824 ,in.Jb. <-std. conn.
3,809-inJb; <-std. conn.
,·. .. ' -
''
255# ~
R:OWS 15-20 Dl;0SIGN LOAD -17.5.0# .. -
BASE PLATE COLUMN
..
BEAM ..
-J -J 3X3X14GA.: v
. 8 X 5 X .375 COLUMN,· STRESS =0 .5 9 4-1/4 X 2-1 /2 X 14 ga . .. MAX LOAD/LEVEL= 3,800 lb .• Mbase =7034 in.lb. B!:AM IS O.K.
"· ' .. ..
·OVERTURNING , ... ,. B'RA.CINCt SLAB & SOIL
' . ·.· ..J HORIZONTAL . -v··' DIAGONAL -J -J ANCHOR STRESS = 0.07 1 1/2 X 1 J/2;X l/4 X 16 GA i 1/2 X 1 1/2 X 1/4 X 16-G_A PUNCT. STRESS = 0 •. 36
# OF ANCHORS= 2 STRESS == 0. lO STRESS-= 0.23· BENDING STRESS =0.27 ·
...
'I '
PROJECT_----:-:C-::A:-::LLA=-==-W_A_Y_GO_LF_DI_S_T._C_E_N_T_E_R_
INDOFF FO . ._ ______________ _
SHEET NO ___ l 0 ___ OF ____ l 8 __ _
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
CALCULATEDBY __ B_O_B_S_._DATE 08-09-1999
LOADS & DISTRIBUTION :ROWS L7-L 1 0 D/R
LIVE LOAD PER SHELF= WII = 1,750 lb
(BASED ON CLIENT SUPPLIED DATA)
DEAD LOAD PER SHELF = Wdl = 80 lb
TOTAL LOAD PER FRAME= 12,810 lb
SEISMIC SHEAR BASED ON SECTION 1 630. 2. 1 OF THE 1997 UBC
WHERE
V = ((2.5 x Ca x I)/ R) x Wtotal
Wtotal = (Wll/2 + Wdl) x n
n = # of shelves
Seismic Zone = 4 I= 1
Ca= 0.44
R(long) = 5.6
R(trans) = 4.4
Soil Coef. = Sd
Na= 1.0
Nv= 1.0
LONGITUDIAL DIRECTION
Vlong = (2.5 x 0.44 x 1 )/(5.6) x W) / 1.4
~ ~
228" ~ ~ ~ ~
3 "
-938 lb w/ working stress reduction
Fi= VWhi / ~h
Fi = VWhi / ~h .
1,75OIb. 234#
7
1,750 lb. 200#
6
1,750 lb.
5
1,75OIb.
4
1,75OIb.
3
1,750 lb.
2
1,750 lb.
1
~ 'I 120" L 'I
lu = 120"
-"-48"-,t
. MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-()981
161 AU.ANTIC ST8EET ~ POMONA • GA 91768
P,Rt>JEcT....,. __ ·'7'7CA-:-:L:-::LA~w..,...A __ v_. G_o_L_F_o_1S ___ T.,....-_ • ....,.c..,...1:-'-,N:r~E~R--'_
INDOFF -t FO-R'--,---------,--------.,._;...;~,,a.;.,---·-·"··
SHEET NO ___ l_1 ___ OF~---:--·-'-.. ....,.l8 __ . ··.;;,;a·"'-...,.· _·· _
CALCUl.,.ATED'B.Y BOB s. DATE 08-09"".1999'
: · LONGITUDINAL ANALYSIS :ROWS L7-L 10 'DIR
'.
' ' ·-
. THE ANAL YSI~ IS BASED ON THE PORTAL METHOD, WITH THE .POINT OF CONTRA FLEXURE OF THI;
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 MbMENT). .
. '
:_ Vlo'ng::;: 2 *Veal-= 938Ib;
469 lb;
. F 11
, F2=
'
;·_ 'F 3 =
i ..
'I F4=·
/ :f 5. =
• I
Vcol=
17 lb .
33 lb.
50Jb~
.6-7 Ip ...
8:4 lb .
100 lb.
117 lb.
BASE PROVIDE PARTIAL:FIXll'Y. SEE :BASE PLArE SHT. . ,·'' " ' ' ' ' '
· Mbase· =· 7034 ·in.lb. -.
Mupper + Mlower :;:: M.conn' R' + Mconn'L'
Mconn'R' = M<:onn'L.'' ·
Mconn * 2 = Mupper + fyilo.wer
Mconn = [Mupper + Mlower]/2,
. RESULTING FORCES ON COLUMN
SECTION AXIAL LOAD MOMENT Mconn
1· 6405 7034 9135 .2 5490 7235 8967
3 4575 6699 8297 4 36.60 5895 7359 5 2745 4823 6153 '6 18'30 3463 4679. 7· 915 1:'875
· -. Beam-to . ~
-.CQl.-Coim..
Mupper
Mco8* "R.•--
. ! '
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
161 ATLANTIC AVENUE• POMONA• CA 91768
COLUMN ANALYSIS 3X3X14 GA
PROJECT CALLAWAY GOLF DIST. CENTER
FOR IN DOFF
SHEET NO. 12.1 OF ___ .._18 __ _
CALCULATED BY AL A. DATE 9/24/99 ___ ___.aa. ___ _
ANALYZED PER DIV X, CHAP 22 OF THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION.
P= 6,405 LB
M= 7,035 IN-LB
Kxlx/rx = 1.2*30 IN/1.317 IN
= 27.3
Kyly/ry = 0.8*54 IN/1.096 IN
= 39.4 <== (Kl/r)max
Fe= TTA2E/(KUr)maxA2
= 187.4 KSI
Fy/2= 25.0 KSI
SINCE, Fe > Fy/2
THEN, Fn= Fy(1-Fy/4Fe)
= 50 KSI*[1-50 KSl/(4*187.4 KSI)]
= 46.7 KSI
Pn= Aeff*Fn
= 31,126 LB
nc= 1.92
Pa= Pn/nc
= 31126 LB/1.92
= 16,211 LB
P/Pa= 0.40 > 0.15
FLEXURE
CHECK: P/Pa + (Cmx*Mx)/(Max*µx) ~ 1.33
P/Pao + Mx/Max ~ 1.33
Pno= Ae*Fy
= 0.667 INA2 *50000 PSI
= 33,350 LB
Pao= Pno/fic
= 33350 LB/1.92
= 17,370 LB
Myield=My= Sx*Fy
THUS,
= 0.771 INA3 * 50000 PSI
= 38,550 IN-LB
Max= My/Qf
= 38550 IN-LB/1.67
= 23,084 IN-LB
Per= TTA2El/(KL)maxA2
= TTA2*29500000 PSl/(0.8*54 IN)A2
= 124,965 LB
(EQ C4.1-1)
(EQ. C4-3)
(EQ C4-2)
(EQ C4-1)
(EQ C5-1)
(EQ C5-2)
CA --
J~
t
--j
r -B
~ =u
SECTION PROPERTIES
A= 3.0 IN
B= 3.0 IN
C= 0.75 IN
t = 0.075 IN
Aeff = 0.667 INA2
Ix = 1.1 57 INA4
Sx = 0. 771 INA3
rx = 1.317 IN
ly = 0.801 INA4
Sy = 0.513 INA3
ry = 1.096 IN
Kx = 1.2
Lx = 30.0 IN
Ky= 0.80
Ly= 54.0 IN
Fy= 50 KSI
E= 29,500 KSI
Qf= 1.67
Cmx= 1.0
Cb= 1.0
µx= {1/[1-(Qc*P/Pcr)]}A-1
= {1/[1-(1.92*6405 LB/124965 LB)]}A-1
= 0.90
(6405 LB/16211 LB) + (1*7035 IN-LB)/(23084 IN-LB*0.9) =
(6405 LB/17370 LB) + (7035 IN-LB/23084 IN-LB) =
0.73
0.67
< 1 .33, OK (EQ CS-1)
< 1.33, OK (EQ C5-2)
PROJECT CALLA WAY GOLF DIST. CENTER,
Fc;>A ~~ , -. IN DOFF
1 )'
MATERIAL HANDLING ENGINEERING
TEL: (909) 869--0989 • FAX~ (009) 869--0981
S1-t~l;f'NO: . l2.2 OF ___ _,_l .... 8 __ : ·,_-"'' __ , _"'
161 ATLANTIC AVENl:JE • POMONA• ·CA 91768 ,
CALCUJ.,ATEP BY . AL A. DATE _..,.9 .... /,_2_4 __ /~99~-
. ·COLUMN ANALYSIS 3X3X14 GA (EXPOSED POST ·CHECK)
A;NALYZED PER DIV X, CHAP 22 OF THE 1997 .UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION.
P= 6,40~ LB
t 'M= 0 ,lN~J.-B
KxLx/rx == 1.2:*30 IN/1.317 IN'
= 27.3
, -~ Kyly/ry == 0.8*54 IN/1.096 IN.
AXIAL
=: 3J3.4 <=== (Kl/r)max
F:e= 11A2E/(KL/r)maxA2
= 187A KSI
Fy/2= 25.0 KSI
i SINCE, . 'Fe> Fy/2
: THEN, F.n~ Fy(1,-Fy/4F~}
= ~O KSl*[hSOK$1/(4*l'87.4KSI)]
= 4'6.7·KSI.
Pn= Aeff*Fn
= 31,126LB
fie= 1.92'
Pa= Pn/ne
= 31126 LB/1.92
::; 16,211 LB ! , P/Pa= 0.40 > 0.15
FLEXURE ,. I
.I
' I
: · CHECK: P/Pa + (Crnx-A:Mx)l(Max:A-µx) :S l.33
: . Pf Pao+ MXIMax.~ 1,33 ,
'Pno= Ae*Fy
== 0.6ij7 INA2 *50000 F!SI
= 33,,350 LB
Pao= Pno/ne
= 33350 LB/l.92
= 17,370 LB
Myield=My= S>e*Fy
= 0: 771 INA3 * ,50()00 PSI
= 38,550 ,IN-LB Max= My/Of·
I, ;::: 38550 IN-LB/1;6'7
= 23;084 'IN·:U3
, , Per= nA2EV(KL)maxA2
(EQ,.C4. l-1)
'(EQC4-?)
(EQ C4-1)
(E;QtS-1)
.'(EQ CS-?}
-. I
t
SECTION PROPERTIES
A= 3~0 IN
B= 3.0 IN
C= 0.75 IN
t = 0.075 IN
Aeff = 0.667 IN"2
Ix= 1.157 INA4
Sx = 0. 771 iNA3
rx = 1.317 IN
ly = 0:801 INA4
Sy = O."Sl3 INA3.
ry = 1.096 IN·
Kx= 1.2,
lx = 30.0'IN
Ky= 0.80
Ly= 54.0N
Fy= 50 KSI
E= 29,500 KSI
flf= 1.67
Cmx::;: 1.0
Cb= 1.0
. px= {1 /[1-(fle*P/Per)]}A-1
I~
= nA~*29500000 PSl/(0.8*54 IN)A2
= 124,965 LB
, = {l/[1-(1.92*6405 LB/124965 LB)]}A-1
=·0.90
t~us,
(6405 LB/1621l li3) + (1 *O JN;.LS)/(23084JN-LB*Q.9) = 0.40
(6405 lB/17370.LB) + (0 IN-LB/23084:JN-LB) = 0.37
< 1.0, OK (EQCS-1).
< 1.0, OK (EQ CS:~2)
SINCE COLUMN IS LESS THAN, HAi:.F STRESSED. rr IS OK FOR IMPACT. LOADS (PER SECTION 2222.5)
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
161 ATLANTIC AVENUE• POMONA• CA 91768
PROJECT CALLAWAY GOLF DIST. CENTER
INDOFF
FOR ____ ~-::'.'"'-----------
SHEET NO. __ ,_2_.3 ___ OF_---:~1...,8 ........ ......--
c C AL A. 9/24799 AL ULATEDBY DATE _____ _
COLUMN ANALYSIS 3X3X14 GA CROSS AISLE LOADS
ANALY2ED PER DIV X, CHAP 22 OF THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION.
Pstatic= 6,405 LB
Pseismic= 219650IN-LB/48 IN
= 4,576 LB
Ptotal= 10,981 LB
My= V*h
= 11 94 LB * 7 IN
= 8,358 IN-LB
Kxlx/rx = 1.2*30 IN/1.317 IN
= 27.3
KyLy/ry = 0.8*54 IN/1.096 IN
t--DEPTH--,~
SIDE ELEVATION
= 39.4 <=== (Kl/r)max ~A=n Fe= TTA2E/(KL/r)maxA2
= 187.4 KSI
Fy/2= 25.0 KSI
SINCE, Fe > Fy /2
THEN, Fn= Fy(1-Fy/4Fe)
= 50 KSI*[1-50 KSl/(4*187.4 KSI)]
= 46.7 KSI
Pn= Aeff*Fn
= 31,126 LB
Oc= 1.92
Pa= Pn/Oc
= 31126 LB/1.92
= 16,211 LB
P/Pa= 0.68 > 0.15
FLEXURE
CHECK: P/Pa + (Cmx*Mx)/(Max*µx) ~ 1.33
P/Pao + Mx/Max ~ 1.33
Pno= Ae*Fy
= 0.667 INA2 *50000 PSI
= 33,350 LB
Pao= Pno/Oc
= 33350 LB/1.92
= 17,370 LB
Myield=My= Sy*Fy
THUS,
= 0.52 INA3 * 50000 PSI
= 26,000 IN-LB
(EQC4.1-1)
(EQ. C4-3)
(EQ C4-2)
(EQ C4-1)
(EQ CS-1)
(EQ C5-2)
Max= My/Of
= 26000 IN-LB/1.67
= 15,569 IN-LB
Per= TTA2El/(KL)maxA2
B u
A= 3.0 IN
B= 3.0 IN
C= 0.75 IN
t = 0.075 IN
Aeff = 0.667 INA2
Ix = 1 .1 57 INA4
Sx = 0.771 INA3
rx = 1.317 IN
ly = 0.801 INA4
Sy = 0. 520 INA3
ry = 1.096 IN
Kx = 1.2
Lx = 30.0 IN
Ky= 0.80
Ly= 54.0 IN
Fy= 50 KSI
E= 29,500 KSI
Of= 1.67 = TTA2*29500000 PSl/(0.8*54 IN)A
= 124,965 LB Cmx= 1.0
Cb= 1.0
µx= {1/[1-(0c*P/Pcr)]}A-1
= {1/[1-{1.92*10981 LB/124965 LB)]}A-1
= 0.83
(10981 LB/16211 LB) + (1 *8358 IN-LB)/(15569 IN-LB*0.83) = 1.32 < 1.33, OK (EQ C5-1)
(10981 LB/17370 LB) + (8358 IN-LB/15569 IN-LB) = 1.17 < 1.33, OK (EQ CS-2)
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)1;369-0981
16.1 AT.LANTIC STREET • POMONA • CA 91768
SHEET NO.
P~o~ecT_~c-:--::A:-:LLA:-::. ~w_A_. Y_G_o_L_F_D_I ___ sr..;..-:_;·c-;;..E~N..;,,.TE..:..R~--
F ·INDOFF -,;, o . ._ _ ____,..---.:--------,-..~--"..__,....,
13 OF lB -,.,., -,.
CALCULATED BY BOB s. DATE 08-09-199'9 .. ~-
BEAM ANALYSIS :ROWS L7-L 10 DIR
1
BEAM TO COLUMN CONNECTIONS PROViDI; ADEQUATE MOMENI CAPACITY TO ST ABLIZE THE SYSTEM; --
.AL THOUGH IT DOES NOT PROVIDE TOO% 'FIXITY. THUS, THE BEAMS WILL BE ANAL,.YSED ASSUMING · .
THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL MOMENT CAPACITY, THE
,PARTIAL FIXITY OF THE BEAM,(ASSUMJ:D AT AN ARJ31TRARY 25% OF THE FIXED END MOMENT OR
i?.,000 in.lb. WHICH EVER IS SMALLER} WILL .BE AODED.
I act= 120.0 in.
I max =f195d'+ 1,200(M1/M2)]b/Fy
SINCE M1 /M2 = l.0
lmax = 3. l S0*b/Fy = ·17 5. in. ·
t-2.S"
: : ·-t-1:7s"-{
; . • SINCE lrnax > lact .'Fb = ,60Fy· = 27,0:00 psi., I .
·• ' -'~AXIMl)M: STATIC LOAD PER .. t,.;EV!iL DEPENDS ON 4.25" •
. ·1) Bl;NDING CAPACITY ·
' '
M =· Sx* Fb = wlA2/8
'::::: :3205'9'ir1.lb.,
CAPACITY = 2{8:*M/1) = 37~H)lb.
2) MAXIMUM ALLOWABLE DEFLECTION (L/180) ..
t::,. = 5w1A4/384EI.
CAPACliY = 2[(384-El)/(5*180*1"2)] = 44 t lib~.
MAXIMUM STATIC LOAD PER LEVl:'L IS 3-,8:Q.0 lb .
t = .0747 in.
' -, ~ C:z:::::z:::z=z=:z::::z:-:%.J
Sx = 1.187 in .. A3
Ix= 2.523 in.A4
. . ALLOWABLE ~ND ACTUAL BENDING MOMENT AT EACH LEVEL.
.. I
Mstatic::;; wlA2/8 = LIVE.LOAD*L/(2*8) Mallow(static) = Sx *· Fb
Mimpact = l.125*Mstatic . Mallow(seismic) = 1.33 * Sx * Fb
! Mseisrt11c = Mconn (SEE LONG. ANALYSIS) _
LEVEl-Mstati'c Mimpact Ma.llow Mseisniic Ma.llow RESULT
I .
1 l3l24
2 13124
3 13124
4 13124
5 13124
6 -13124-
7 .. 13124
1.125 Mstatic (static) (seismic)
14765 32059 9135 42746
14765 32059 8967 42746
14765 32059 8297 42746
· 14765 32059 73'59 42746
14765 32059 6153' 42746
1-4765 · ~2059·. 4679 42746
1476:5 32059 2·93:7 · .42746
GOOD
GOOD -
GOOD
GOOD
GOOD
GQ()D
·GOOD
I
l . l 1
l,
! ' i '
l
l -r
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
BEAM TO COLUMN CONNECTION
Mconn= ( Mlower + Mupper )/2 + Mend
CAPACITY OF CONNECTOR
a) SHEAR CAPACITY OF 7/16" DIA. STUD
Area = .4375"2rr/4 = .150 ""2
Fy = 50,000 psi
Pmax = 3,000#
b) BEARING ON COLUMN
Abrg. = t * D t = .0747 min.
Fu= 6S,OOO psi min.
Pmax brg. = Area * Fbearing
=~·'1ol.~(o;5jFu
= I °I 7'1 ~< 3,000#
c) MOMENT CAPACITY OF BRACKET 6.J~ ~s., fvtoy-~)
S bracket = .110""3
Mcap = S * Fbending
= .110 * .66 * Fy
C = Mcap/.75 = 1.67 P1
P1 =.798Mcap = .0872 Fy = 4,360# > 1 °t7'i 11:.
SINCE PLUG GOVERNS P1= 1°17" 16
PROJECT_---:-C:-:".A:=-L::-:LA::-::W_A_Y_G_O_L_F_D_IS_T_._C_E ...... N..:...T=ER.:.__
INDOFF
FO '----------------
SHEET N0 .. ___ 1 _4_. \,____ OF ____ 1_8 __ _
CALCULATED BY __ B_O_B_S_._ DATE 08-09-1999
Mconn.
r~ 15/8"
Mupper
~
0 0
0 0
'-._/
Mlower
BEAM TO COLUMN
CONNECTION
P1
P2
C
C=P1 +P2+P3
Mconn.
"k
1"
l
2"
+ 2"
1/2"
)
= P1 + (2.5/4.5)P1 + (.5/4.5)P1
= 1.67 P1
3"/ 1"eff.
Mconn. cap.= P1 * 4.5 + P2 * 2.5 + P3 * .5. L = 5.94 * ,~,o, ll.:,: *1.33
=' 15,t,"7) i'I lb > °J\'2.6 : ... \\.:. "'"---.;;> •• OK-. ........,..,.__.....,.
Sbracket = .11 O"A3
CALLAWAY GOLF DIST. CENTE,R I PROJECT _____ -.-:"".~:-=::::--,-----,--....... _ -
INOOPF
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909)-'869 .• 0981
161 ATLANTiC AVENUE• POMONA•. CA 91768
FOFJ --· ----.,......-~;--:-'"::"""".,:_------..,...:;·-~· . __ "-_,,.' ·t4.2 18 ,;,. · I SH~ET'.NO. OF __ ~~-.,..,,~-
CALCULA:tED BY __ A_L_A ___ . -· DATE __ 9_/2_4_/_9_9 __
: STEP BEAM WELD §ECTION PR,QP_ERJIES & CAPACITIES
SCOPE:·
. dETERMINE THE EFFECTIVE SECTION PROPERTIES. O_F THE MEMBER WELD ~HOWN
, ijELOW. THE l:Ffl~GT QF THE l{OUNDED CORNERS ARE TAKEN .INTO. ACCOUNT •. . . ---~~' . ,-,,!--1·· . .•.•. . .. ~~--:1-. -:
L ___ ,_
TYPE "A" WELD
. ---,-----,
TYPE '!B" WELD TYPE. "GIi WELD
,,-,-
' ,;:fr.;::;~.::::;:::;~x:\iV5~Mtffl_§;;::.;::;.-.:::SE:.:i.:-~-·
·:;/jTYPE ~A"· WELD · -'Y~.--
•• , ............... ·~·--··· ......... ·--~ .............. , ,.,., ............. ,1, .. , ..... ,·
TYPE "D" WELD
,, I • .,_ ,T ,F, ,T ,T
-~ ~
" I ·~ I D
I t--
,I .~
,I .,. .,, .,_.,
'I
" ,I
I --1-z:.G
,I
I " "· ,I
) lj ';
,I ;,
EFFECTIVE SECTION PROPERTY' FOR WELD* -
. * ~AKES .. INTO;AGCOUNT o. 7071 REDVCTION FACTOR
. , : ELEMENT: ' I WIQTH ' I 'HEIGHT ' I
l . . 0,0000 IN . 0;00()0 'N . .
.2 0.0884 IN 4.2590. IN
3 '0.0000 IN 0.00QO iN
4 0.0000 !N 0.0000 IN
S 0:0000 IN O~QQOQ IN
6 0.0884 IN .2~6340 IN
· WELP MOMENT CAPACITY UNDER SEISMJC L9APING
',/
·'
' ', :
fbase-metal= 0.6*Fy-base metal
·= 30,000 .PS.I
Fweid~ ·0.3*Fu
~ 21!,QOO PSI·
Feffective= ·21,000 PSI
CAPACITY= Feff * Sx-weld * 1.33
= 21000 PSI* 0.327 INA3, *.l.33 = '.> '1l'3~ ;~,~ ~;
Y~BAR ELEM., I A~EA' .. , Y-BAR I. ' I I
y bar= l.819 IN
Ix= 0. 7986 JNA4
I
I
J
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA • CA 91768
PROJECT __ L_A_L_LA_W_A_Y_G_O_L_F_D_I_S_T_. C_E_N_T_E_R __
INDOFF FO . ._ ______________ _
SHEET N0. ___ 15 ___ OF ____ 18 __ _
CALCULATED BY BOB s. DA T..,_E _0_8_-_0_9-_1_9_9_9_
TRANSVERSE ANALYSIS: BRACING :ROWS L7-L 10 D/R
IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND
COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE
ON THE DIAGONAL MEMBER AS IT WILL GOVERN.
DIAGONAL BRACING : COMPRESSION MEMBER
L diag. = [(L-6)A2+(D-2*Bcol)A2JA.S
= 63.7
Vdiag =Vtrans * Ldiag. ID
= 1586#
kl/rmin = [ 1 * 63.7] / .5292
= 120.5
Fa =[12TTA2E]/[23(kl/r)A2]
= 10280 psi.
fa/Fa =Vdiag/(Area*Fa)
= 0.56
DIAGONAL AND
HORIZONTAL BRACING
1
L= 54"
l
Area= .2775 "
rmin= .5292 11
t= .0598 II
W= 1.5"
H= 1.5 11
MATERIAL HANDLING ENGINEERING
TEL: (909)869--0989 • FAX: (909)869-0981
161-ATLANTIC STREET• PQMONA • CA 91768-
-PROJEcr _____ G-:A'.'""".:LLA:-:'.'-'"".:"·.w ___ A_Y_-G_o_L_F_D_1_sT ___ .:_c...,.:E,,...,.N~TE=R..:,__. _
· lNDOFF ·. · ~-FoR._--.-------,-------------;------
SHEET No 16 OF 1.8: ~ ,..,.. °CALCU~A,;·E-P_B_Y___ Bo-· 8-S.-DATE 08-09~'1~9W;, .
: OVERTURNING.:ROWS L7-Ll0D/R
',ANALYSIS OF OVERTURNING WILL-B~-BASEDONSECTIQN 2.2?a.7.1 OF THE 1997Uniform Building Code. '
I i,
... FULLY LOADE'D
TOT AL SHEAR =i. ·1 1 93 'lb •.
Mot == Vtrans *ht* 1.15
. = 11 9 3· * l 84 * t. TS ..
,= ,219650 ·in.lb.
Mst =t(Wp+.85wDL) * d/2
. = c 122:so+~as. * SGOJ * 48/2
= 2.94000 in.lb.
P.uplfft =-1 (Mot -Mst)/d
Puf)lift <=· 0 NO UPLIFT
: : TOP SHELF LOADED
SHEAR = 170 .lb ..
Mot = '(top * h * l. 1 s_
== 1 7 0 * 2-2 4 * 1 . t 5
=.43929 in.lb ..
. Mst = {Wp,;wDL} * d/2
= { 17 50+.8:S * 56·0) * 48/2
::;: 42000 inJb.
PUpli.ft =· _1 (Mot -Mst)/d .
= ·40 lb. <-.CRITICAL
USE .2 ea· .. 112 x 3-1 /2 MIN~ :EMBED.
,¥-48"-,f
CAPACI.TY Ot 1./2 x 3.-1 /2 MIN. EMBED. = 875. lb. PYLLOUT & 1840 lb. SHEAR
COMBINED STRESSl = 0 / ·,-750 + 596 / 3680 = :Q.16
-COMBINED STRESS2 =·'40 I 1750 + 8:Sl 3680 = 0;05
. . . ,., MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC S1REET • POMONA • CA 91768
BASE PLATE :ROWS L7-L 10 D/R
PROJECT_---:-C:-:-:A=-L=-:LA::::W:--A_Y_G_O_L_F_D_I_ST_._C_E_N_T_E_R __
INDOFF FO • .__ ______________ _
SHEET NO 17 OF 18
CALCULATED BY BOB s. DATE 08-09-1999
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 1) MOMENT CAPACITY OF THE BASE PLATE,
2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh/2 (FULL FIXITY). Mb IS THE SMALLEST
VALUE OBTAINED FROM THE 3 CRITERIA ABOVE.
Pcol = 6405 lb. B = 8 in.
Mb= 7034 in.lb.
P / A = Pcol/(D*B) = 160.1 psi.
D= 5 in.
b = 3 in.
M/S = Mb/((D*BA2)/6) = 131.8 psi.
fb2 = 2b/B*fb = 82.43 psi.
fb1 = fb-fb2 = 49.46 psi.
Mbase = wb1 A2/2 = bl A2/2[ fa + fb1 + .67fb2]
Mbase = 826. 7 in.lb.
Sbase = 1 *tA2/6 = 0.0234 in.A3
Fbase = .75Fy * 1.33 = 36000 psi.
fb/Fb = Mbase/(Sbase*Fbase) = .97
t = .375 in.
bl = 2.5 in.
~ iPcol
fa 1 1 1 1 r r
fb
ANCHOR TENSION
rMo=O
T*d2=[Mbase-Pcol*b/2]
T = Mbase/ d2 -Pcol*b/2d2
T =-572 lb.
iPcol
}--d2--+ ~M~e
~dl ~/
,., PRoJ1:tT . CALLAWAY 'Gb~F p1sT .. c~NTE,il
I NDOFP. £,
:Fo R._ ____ ~----...-------------,..,......:---·1 ·8 Hf.· , SHEET NO .......... ____________ OF ... · ··~·-,. . . ' . ---.
MAJERI.AL HANiJLiNG l:NGIN~ERING.
TE~; (909)869.-0989 • FAX: (909)869-0981 BOB s.-.. DATE 08. -09.-1.;9~ .. g· :g· .. r,. CALCULATED BY__... .. __ . _ ____...__ .
. . 161 ATLANTIC STREET• POMONA• CA l:)1768
SLAB AND SOIL:ROWS L7..:L10 DIR . . .
THE SLAB .IS Cl:IE(;KED FOR 'PUNCTOR~ STRESS~ :IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED Tb
DISTRIBUTE THE LOAD OVERA LARGER A:REA OF SOIL ANO HENCE, WILL ACT AS A. FOOTING.
. (a) PUNCTURE
P max ·~ 1 .4 DEAD :LOAD + 1 . 7 LIVE LOAD
Pmax ~: 1 .4 * .Pcol + 1.7 '.A-(Mot/d)
. =· 16,746 lb.
. Fpunct = Z*:5,qrt(f't;) ~ 1 O0~0·psi. .
'\:: ..
:· ;Apunct = [(w+t/Z)+(d+t/2)]*2*t ~ ·203.5 in.AZ
fv,/Fv = Pmax/(Apunct*Fpunct} =. 0.82
I
I
\
· :::Ir>;;;: -.i:::~.£ ; .• ::.:L:.:.:/t:'.Efif · ..
(b) SLAB TENSION
Asoil = Pmax/(1 ~3,3 -t· f?oiit=· 12.56-ft.AZ . · ·
. ·= l,809 in~"2
. .
· L = sqrt(Asoil) ~ 42.5 in. ·
.a = .sqrt(w*d) + t_::; 11 .• 8 in: ·
b = (L-B)/2: = 1 5.4 in.
. Mconc = w.bAZ/2 = (1.3.3:*fso,il*bA2)/(144*~)
;: 1,091. l ir(lb.
· Scone= ·l*tAZ/6 = 5.04in.A3
Ftonc ·= 5f?J *sqtt(f'c}== ;2.2.5.0Q ,psi.
/fb/Fb = Mconc/(Sconc*Fconc}·= 0.96
BASE PLATE
w = 8 in.
d = 5 in.
CONCRETE
t = 5.5 .in.
f'c = 2500 psi.
SOIL
f s = 1000 psf.
I i
'