HomeMy WebLinkAbout1695 FARADAY AVE; ; CB981508; PermitB U I L D I N G P E R M I T Permit No: CB981508
Project No: A98U20U8
Development No:
07/02/98 1U:43
P~ige 1 of 1
,Job Address: 1695 FARADAY AV Suite:
Permit Type: INDUSTRIAL 'l'ENANT IMPROVEMENT
Parcel No: 212-130-34-00 Lot#:
Valuation: 118,0UO
Occupancy Group: Reference#:
Description: INSTALL RACK SYSTEM
8648 07/02/98 0001 01 02
C-PRMT 709°00
Construction Type: NEW
Status: ISSUED
Applied: 05/18/98
""-...-:;-:----=~
FINAL APPROVAL
INSP. _____ DATE ------
CLEARANCE===~-----1
CITY OF CARLSBAD
2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
2075 Las Palmas Dr., Carlsbad CA 92009
(760) 438-1161
FOR OFFICE USE O~)
PLAN CHECK NO. w'!5bg
EST. VAL. :$\ \6 CT;x'J • C:CJ
Plan Ck. Deposit
I q1".5~ CJt)
Validated By ..::!MA._ ,~
Date 5ft ?/2-~
Business Name (at this address) -Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units
Assessor's Parcel # Existing Use Proposed Use
1n\'.)\\J Tw: '£hl~Tuc:%..
Description of Work SQ. FT. #of Stories
Name
14; :..::J:>ROEEJti:.Y·OWli!~R, .::.~:: ::, .,. .. ·. -· .. · .. , . ., __ .... , ~ ~-
;SN""\PK.. 5<207 vo..o f\\\.o..t----~
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
exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001).
70u:¼'-' ~ &Vu<kucr?.> rZ,i;>\.\S en ... ,,~ 4' -ze ~ Cf'r q O \0 G\O'}-(o'Z--:::Z-Dl/3:53
Name Address / City State/Zip/ r) A l:~one #
State License # ~-Z.'6$ License Class Q__ (I?. [ ()6] City Business· License # _ _,__-'rf-.U'--=--11~r+~-+-1--,
Designer Name Address City State/Zip Telephone
State License # _________ _
1§ •. · WQ8.Kl=.R$' Q.QMlt~l\1$:A1lQN-. ·:. ,_..c .. ,. : -~. :" ~: .,;, .• --:: :: • ·, ·: ·::: -::·. >· ':'' ·:
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
qfj\ 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
~ed. My worker's compensation insurance carrier and policy number are:
Insurance Company~ \'K\3t>-::\ M M~UL C.0 Policy No. 0.>C.S7\'n"2...\¼7 Expiration Date ~/'f;p/q £
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100) OR LESS)
D
'~ ',"' :-'\ ' ,,,..
-" • , _,,M , ,,,, ~ :,. :~~,,,, ','_
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).
0 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. D 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):. ___ '------------------------------------------------------
DATE _________ _
',.».:i,,
',/! ., .. i
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES a----'No
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES E::J'NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES ,12( NO
IFANY 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.
~~.:..Jl~IY.§;'lJlJ)_~i;I_Q!'f!J@P.IM'.l:~ffil:N.CtL.:,,; ~-...• :·, • ":.,:: ... --.:."':' .·.: ·.:. ... : , , • '< ' , ~
' ' '~-,\, ': -f..
I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code).
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 Cit\' 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 the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or
work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended
or abandoned at any time afte~ 4d f a period 180 days (Section 106.4.4 Uniform Building Code).
APPLICANT'S SIGNATURE ~~( DATE 5 -l'8 ...-96
WHITE: File YELLOW: Applicant PINK: Finance
Inspection List
Permit#: CB981508 Type: ITI INSTALL RACK SYSTEM
Date Inspection Item Inspector Act Comments
7 /8/98 19 Final Structural RB PA NEED FIRE DEPT APPROVAL
Wednesday, June 16, 1999 Page 1 of 1
April 12, 1999
SMAC
5807 VAN ALLEN WAY, CARLSBAD, CA 92008
TEL: (760) 929-7575 FAX: (760) 929-7588
City Carlsbad-Building Department
207 5 Las Palmas Dr.
Carlsbad, CA 92009-1576
RE: Request for Building Permit Extension
Address: 1695 Faraday
We have received your notification of our building permit expiration dated March 23, 1999 for
our Permit #CB981508 and request an extension on this permit. On 7 /8/98 during our last
inspection on this project it was noted that we had additional material racking that required
permitting. Since that inspection we began a second permit #CB990281 for the additional material
racking and are currently waiting for a technical report from Klausbruckner & Associates that
was requested by the Carlsbad Fire Dept. Once this technical report is completed we should be
ready for a final inspection on both racking systems involving both Permits CB981508 &
CB990281.
Thank you for your assistance in this matter.
EdMulvania
[£)~
Maintenance Engineer
March 23, 1999
SMAC
5807 VAN ALLEN WAY
CARLSBAD CA 92008
City of Carlsbad
i=i!i•G••h•i•J4•Eiiii,1401
Permit Number:
Issue Date:
CB981508
7/2/98
~ f°
)). ~"" ~¥# ..-'\\ ~ \ eiJ
RE: BUILDING PERMIT EXPIRATION
ADDRESS: 1695 .FARADAY AV
PERMIT TYPE: ITI )
Our records indicate that your building permit has expired by limitation of time on 1/4/99.
PLEASE CALL FOR AN INSPECTION IF WORK IS COMPLETE within thirty (30) days from the
date of this letter. The last approved inspection that was called for this permit was on 7/8/98
which has exceeded the six consecutive calendar months as allowed by the Carlsbad
Municipal.Code.
An approved inspection is required on your permit at this time. Please call (760) 438-3101 to
request an inspection for your project. If an inspection is not called within the specified time
your permit will be EXPIRED and you will need to renew the permit in order to finish the
project.
Attached for your information is Carlsbad Municipal Code Section 18.04.030 which explains at
which time a permit is considered ~xpired and the process to renew such permits.
Any person holding an unexpired permit may apply for an extension of the time within which
he may commence work under that permit when he is. unable to commence work within the
time required by this section for good and satisfactory reasons. The Building Official may
extend the time for action by the permittee for a period not exceeding 180 days upon written
request by the permittee showing that circumstances beyond the control of the permittee have
prevented action from being taken. No permit shall be extended more than on~e.
If you have any questions, please contact the euilding Inspection Department at (760) 438-
3550.
PAT KELLEY
Principal Building Inspector
Attachment
2075 Las Palmas Dr. • Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (760) 438-0894 ti)
--
EsGil Corporation
'l.n Partners/iip wit/i (jovernment for '13uiUing Safety
DATE: 6/ 1/98
JURISDICTION: Carlsbad
PLAN CHECK NO.: 98-1508
PROJECT ADDRESS: 1695 Faraday
PROJECT NAME: SMAC
SET:I
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D
D
D
D
The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department
staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck. -
. -. ·-
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until _corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Rick Chastain 12255 Kirkham Road #400 Poway CA 92064
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: Telephone#: _
Date contacted: (by: ) Fax#:
Mail Telephone Fax In Person
REMARKS:
By: David Yao Enclosures:
Esgil Corporation
D GA DCM D EJ D PC 5/19 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576
Carlsbad 98-1508
6/1/98
GENERAL PLAN CORRECTION LIST
JURISDICTION: Carlsbad
PROJECT ADDRESS: 1695 Faraday
DATE PLAN RECEIVED BY·
ESGIL CORPORATION: 5/19
REVIEWED BY: David Yao
FOREWORD (PLEASE READ):
PLAN CHECK NO.: 98-1508
DATE REVIEW COMPLETED:
6/1/98
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,
1994 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 and submit two new sets of prints to:
ESGIL CORPORATION.
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.
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?
0 Yes 0 No
4. Provide a rack layout plan showing the location of all racks.
5. Provide a statement on the Title Sheet of the plans that this project shall comply with
Title 24.
6. 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.
Carlsbad 98-1508
6/1/98
7. The tenant space and new and/or existing facilities serving the remodeled area must be
accessible to and functional for the physically disabled. See the attached correction
sheet. Title 24, Part 2.
8. Obtain Fire Department approval for groups F, Mand S occupancy storage per UBC
Sections 306.8, 309.8 and 311.8.
9. Indicate. the clearance from the new racks to the existing building walls and building
columns per Section 1631.2.11. The clearance must be at least 3Rw/8 times the
deflections of both the rack and the building.
10. Note on the plans that the rack design loads will be posted per Section 1604.5.
Recheck the "pallet" racks as follows:
11. Recheck all connections on sheet 98-0493A 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 per Section 2230
(allowable weld stress is the member thickness times .26 ksi times 1.33, or the
weld stress, whichever is lower).
c) Check the bracket maximum weak axis moment. The bracket moment at the
bottom of the beam is M = 2.25"C -1.5"Ps, where C = P1 + P2 + P3.
12. Indicate the safety pin size and verify it is adequate for the 1000# load. Section 2236.1. ·
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).
14. The beams and columns detail for the flow rack shall be clearly specified on the plan.
15. The location of all the beams and columns shall be clearly identified on the plan.(Provide
framing plan and cross reference the beam column from the elevation plan.)
16. All connection detail shall be clearly specified on the plan.
17. Provide complete calculation for the flow racks. (vertically and laterally)
18. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake
Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, 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 98-1508
6/1/98
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad
PREPARED BY: David Yao
. BUILDING ADDRESS: 1695 Faraday
BUILDING OCCUPANCY:
BUILDING PORTION BUILDING AREA
(ft.2)
racks
Air Conditioning
Fire Sprinklers
TOTAL VALUE
PLAN CHECK NO.: 98-1508
DATE: 6/ 1/98
TYPE OF CONSTRUCTION:
VALUATION VALUE
MULTIPLIER ($)
118000
(per city)
j:g] 1991 UBC Building Permit Fee D Bldg. Permit Fee by ordinance:$ 702.5
rg] 1991 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 456.63
Type of Review: rg] Complete Review D Structural Only D Hourly
D Repetitive Fee Applicable D Other:
Esgil Plan Review Fee: $ 365.30
Comments:
Sheet 1 of 1
macvalue.doc 5196
\ \
Carlsbad 98-1508
6/1/98
REVISED 6/3/98
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad
PREPARED BY: David Yao
BUILDING ADDRESS: 1695 Faraday
BUILDING OCCUPANCY:
BUILDING PORTION BUILDING AREA
(ft. 2)
racks
Air Conditioning
Fire Sprinklers
TOTAL VALUE
PLAN CHECK NO.: 98-1508
DATE: 6/ 1/98
TYPE OF CONSTRUCTION:
VALUATION VALUE
MULTIPLIER ($)
118000
(per city)
1ZJ 1994 UBC Building Permit Fee D Bldg. Permit Fee by ordinance:$ 684.08
1ZJ 1994 USC Plan Check.Fee D Plan Check Fee by ordinance: $ 444.65
Type of Review: IZ! Complete Review D Structural Only D Hourly
D Repetitive Fee Applicable O-0ther:
Esgil Plan Review Fee: $ 355.72
Comments:
Sheet 1 of 1
macvalue.doc 5196
I
\
\
PLANNINO/EN.OINEERINC .APPROVALS
PERMIT NUMBER CB 7 8 / q/J DATE -------------
RESIDENTIAL
RESIDENTIAL ADDITION MINOR
( < $10,000.00}
OTHER
PLAZA CAMINO REAL
CARLSBAD COMPANY STORES
VILLACE FAIRE
COMPLETE OFFICE BUILDINC
-------------------
PLANNER DATE ~-/~9$ ---------
.
ENGINEER D-r:A-<, zf) DATE_CC_/1,_.__·t_CJf!> __
DoCS/MlsformS/Plannlng Engineering Approvals
V City of Carlsbad
Fire Department •
98188
Bureau of Prevention
Plan Review: Requirements Category:
Date of Report: Monday, June 1, 1998
High Piled Combustible Storage
Reviewed by: 9 , l!~i ..-
Contact Name
Address
Crown Lift Trucks
12255 Kirkbain Rd #400
City, State Poway CA 92064
~-CB98150B Planning No.
Job Name S.M.A.C. Racks
Job Address 1695 Faraday ----~--------------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 modifica-
tions, must be reviewed by this office to insure continued conformance with
applicable codes. 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.
D Disapproved -Please see the attached report of deficiencies. Please make corrections to
plans or specifications necessary to indicate compliance with applicable
codes and standards. Submit corrected plans and/or specifications to this
office for review.
For Fire Department Use Only
Review 1st~--2nd __ _ 3rd __ _
Other Agency ID
CFD J9b# __ 98_1_8_8 __ File# ___ _
2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121
TEL: (909) 869 -0989
MATERIAL HANDLING ENGINEERING
EST. 1985
STRUCTURAL CORRECTION
FOR
SMAC
5807 VAN ALLEN WAY
CARSLBAD, CA 92008
JOB # 98-0493
JUNE 18, 1998
P.C. #98-1508
Below are the responses to the plan corrections:
1. Understood.
2. Understood.
FAX: (909) 869 -0981
3. Changes other than those specified in the Esgil comments have not been made.
4. Rack layout showing location of the pallet flow type racks shall be provided at
time of resubmittal. See dwg ALD-98-2098-2F.
5. A note is provided on drawing ALD-98-2098-2F stating that the project shall
comply with title 24 ..
6. A note is provided on drawing ALD-98-2098-2F stating that no hazardous
materials will be stored and/or used within the building which exceed the
quantities listed in UBC table 3-D and 3-E.
7. A note is provided on drawing ALD-98-2098-2F stating that the remodeled area
meets the standards set forth in title 24, part 2 regarding handicap accessibility.
8. Fire department approval for groups F, Mand S occupancy to be provided by
applicant.
9. Clearance from the new racks to the existing building walls is 12'. See drawing
ALD-98-2098-2F.
1 o. See drawing 98-0493A, note #3 regarding posted load sign requirement
161 Atlantic Street • Pomona • California 91768
11. a) Rivet bearing capacity revised. See page 11.1 .
b) Beam to bracket weld analysis is provided for both beam types. See page 11.2
c) Bracket is checked for weak axis bending. See page 11.1 .
12. The safety pin is 5/16"0. The allowable shear (Pa) is given by:
Pa = Area * 0.4 * Fy
= [(5/16 in)"2 * ·n/4] * 0.4 * 50,000 psi = 1,534 lb > 1,000 lb Thus, OK per section 2236.1 .
13. Please see pages 9.1 -9.2 for revised column analysis. See page 9.2 specifically
for cross aisle loads on the column.
14. Please see the detail drawings for beam and column details.
15. Please see drawing 98-6769 for cross references to the details regarding the rack
components.
16. Drawing 98-0493A shows all connection details.
17. The calculations for the flow rack have been revised to show analysis for the
interior and exterior frames. Static and seismic forces are considered for the
entire system.
18. Understood.
LJ'Aea~e free to call if you have any further questions,
I
Al Abolhassani
STORAGE RACKS STEEL SHELVING
DRIVE-IN RACKS MOVABLE SHELVING
CANTILEVER RACKS STORAGE TANKS
MEZZANINES MODULAR OFFICES
CONVEYORS GONDOLAS
CAROUSELS BOOKSTACKS
PUSHBACK RACKS FLOW RACKS
RACK BUILDINGS 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
PALLET FLOW RACK
FOR
SMAC
5807 VAN ALLEN WAY
CARLSBAD, CA 92008
0 -#..:98!:-0493
INDIANA OHIO
KANSAS OKLAHOMA
MICHIGAN OREGON
MINNESOTA PENNSYLVANIA
MISSOURI TEXAS
MONTANA UTAH
NEVADA VIRGINIA
NEW MEXICO 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 __ SM_A_C __ -,-______ _
CROWN (IND) F0R _____ --'----'--------
SHEET N0 .. ___ 2 ___ OF ___ 1_5 __
CALCULATED BY AL A. DATE._O_6-_1_6_-_19_9_8_
TABLE OF CONTENTS
SCOPE:
DES CR I PTI ON
COVER SHEET
TAB LE OF CONTENTS
SCOPE
PARAMETERS
CONFI GURA Tl ONS
COMPONENTS & SPECS.
LOADS AND DI STRI BUTI ON
LONG! TUDI NAL ANALYSIS
COLUMN
BEAM
BEAM TO COLUMN
BRACING
OVERTURN! NG
BASE PLATE
SLAB & SOIL
PAGE#
1
2
2
3
4-4
5-6
7
8
9
10
11
12
13
14
15
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 Fl ELD ASSEMBLED ONLY,
WITHOUT ANY Fl ELD WELDING.
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
PROJECT __ S_M_A_C __________ _
CROWN (I ND) FOR _______________ _
SHEET N0. ___ 3 ____ OF ____ 1_5 __ _
CALCULATED BY __ A_L_A_._ DATE 06-16-1998
STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH
DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN
ANY ADJACENT BAYS.
THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH
LONGITUDINAL AND TRANSVERSE DIRECTION.
STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT,
WHILE THE BRACING ACT TRANSVERSELY.
1. COLUMN.
2. BEAM.
3. BEAM TO COLUMN.
4. BASE PLATE.
5. HORIZONTAL BRACING.
6. DIAGONAL BRACING.
7. BACK CONNECTOR.
TRIBUTARY AREA :------/ -------------;
ll .. ___ j ........ 1---1 ........ [
TRANSVERSE : : ,,,,,,,,,,,,,,,,,,,,,,,,.~
LONGITUDINAL
TOP VIEW
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
CONFI GURA Tl ONS
PROJECT __ S=-:M=-:::A:-::-C-::--:--:-:-:-=---------
CROWN (IND) FOR ______ _.:.,_....:,_ _______ _
SHEET N0._ __ 4 ____ OF ____ 1_5 __ _
CALCULATED BY __ A_L_A_. _ DATE 06-16-1998
I NTER I OR FRAME
3,O24 lb. r
+-3,O24 lb. b 4 ~1..-cw ~\.'-
f-3,O24 lb. ~ 252" 3 t--t 3,O24 lb.
~ -
L 3,O24 lb. 46'.-
1 J_ 24"
~ 'I 134" ~ 'I ~ 5611 -ff 56"-f
Sb1,
EXTERIOR FRAMES
1,512 lb.
5 r--
+-1,512 lb. ~ R..ow Mi._
4
f-1,512 lb. b 252" 3 t--t 1,512 lb.
~ L 1,512 lb. 46"
1 L=-24"
~ 'I 134" ~ 'I ~ 56"-f
PROJECT __ S_M_A_C __________ _
CROWN (I ND) FOR ______ ...;_____,;,. _______ _
SHEET NO. ___ s ____ OF ____ ,_s __ _
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
CALCULATED BY __ A_L_A_._ DATE_0_6-_1_6_-_1_9_9_8_
INTERIOR FRAME
SP ECI Fl CATI ON
-MAIN STEEL
-BASE PLATE STEEL
50000 PSI
36000 PSI
-ANCHOR -WEDGE TYPE 1/2 x 2-1/8MIN. EM ED.
-FLOOR SLAB 6" X 4000 PSI. REINFORCED 252"
-SOIL BEARING PRESSURE 1000 PSF
-SEISMIC ZONE 4.
-TYPE= INTERCONNECTED UNITS.
-BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL)/R
3,024 lb. 399# 532# ..
309# _.,.
134"--k ,¥-56",I,
lu = 134"
SECTICl'J AXIAL FCRCE MClv1ENT BEAM MClv1ENT
1 7,810 lb. 6,095 in.lb. \7,-z."2-q ,~-,\, <-stdconn. 2 6,248 lb. 16,044in.lb. · 2..1, \'?st, ;" \~ <-stdconn.~ ""°"'>' 3 4,686 lb. 14,014 in.lb. 17, o't.""l ~" 1~ <-stdconn. 4 3,124 lb. 7,726 in.lb. _,3,01"1 ;,,1b<-stdconn. 5 1,562 lb. 5,992 in.lb. "I !4b ; ... 1b <-stdconn.
INTERIOR FRAME DESIGN LOAD= 3024#
BASE PLATE COLUMN BEAM
-J -J 3X3X14GA( LM 20) -J
4X7X.375 CQUMN STRESS =1.27 4-1 /2X2-3/ 4X14GA( LBF454)
Mbase= 6095 in.lb. MAX LOC\D, = '-1_'-lt,,/,, \b/fe,..;r
BEAM IS O.K.
OVERTURN! NG BRACING SLAB & SOIL
-J HORIZONTAL -J DIAGONAL -J -J ANCHCR STRESS= 0.25 11/2X11/4X14GA 11/2X11/4X14GA PUNCT. STRESS = 0. 79
# a= ANCHCRS = 2 STRESS= 0.42 STRESS = 0.99 BENDING STRESS =0.86
NOTE: CITY OF CARLSBAD REQUIRES EPOXY ANCHORS. LOAD REPRESENTS WEIGHT
CARRIED BY INTERIOR FRAME. LOADING IS 1080 LB/PALLET* 4 PALLETS PER
FRAME * 70% UTILIZATION = 3024 LB PER PAIR OF BEAMS PER LEVEL.
PR0JECT __ S_M_A_C __________ _
CROWN (I ND) FOR ______ ...;_ ________ _
SHEET N0. ___ 6 ____ OF ____ 1_5 __ _
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
CALCULATED BY __ A_L_A_. _ DATE_O_6-_1_6_-_1_9_9_8_
EXTERIOR FRAMES
SPEC! Fl CATI ON
-MAIN STEEL
-BASE PLATE STEEL
50000 PSI
36000 PSI
-ANCHOR-WEDGETYPE 1/2x2-1/8MIN.EM ED.
-FLOOR SLAB 6" X 4000 PSI. REINFORCED 252"
-SOIL BEARING PRESSURE 1000 PSF
-SEISMIC ZONE 4.
-TYPE= INTERCONNECTED UNITS.
-BASE SHEAR FORMULA= ZIC(wLL / 2 +wDL)/R
1,512 lb. 212# 282# ..
164# _..,
k 'I 134"--~
I u = 134"
~ 56"-,j,
SECTla-J Ml AL F CR CE MOvlENT BEAM M01ENT
1 4,030 lb. 3,237 in.lb. ',C2-"J i "\\:, <-stdconn. 2 3,224 lb. 8,520 in.lb. \! / \3, l i-.\\, <-stdconn. 3 2,418 lb. 7,442 in.lb. ~"\ 'l-1... ;,1\, <-stdconn. 4 1,612 lb. 4,102 in.lb. & 1'il. i. ,\:, <-std conn. 5 806 lb. 3,182 in.lb. c;,33,z. ;,., \k <-std conn.
EXT ER I OR FRAMES DES I GN LOAD = 1512#
BASE PLATE COLUMN BEAM
...J ...J 3X3X14GA( LM 20) ...J
4X7X.375 CQ..UMN STRESS =0.62 3-1/2X2-3/4X14GA(LBF354)
Mbase= 3236 in.lb. MMLQl\D = 2-~~ '"'/rior
BEAM IS O.K.
OVERTURN! NG BRACING SLAB & SOIL
...J HORIZONTAL ...J DIAGONAL ...J ...J ANCHCR STRESS= 0.13 11/2X11/4X14GA 1 1 /2 X 1 1 / 4 X 14 GA PUNCT. STRESS = 0.41
# a= ANCHCRS = 2 STRESS= 0.22 STRESS= 0.52 BENDING STRESS =0.35
LOADS REPRESENTS WEIGHT OF 2 PALLETS PER PAIR OF BEAMS TRIBUTARY TO
THE EXTERIOR FRAMES. 1080 LB/PALLET* 2 PALLETS * 70% UTILIZATION = 1512
LB.
-i
PROJECT __ S_M_A_C __________ _
CROWN (IND) FOR ______________ _
SHEET NO. ___ 7 ____ OF ____ 15 __ _
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CALCULATED BY __ A_L_A_. _ DATE_O_6_-_16_-_1_9_9_8_
LOADS & DISTRIBUTION :INTERIOR FRAME 1
LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) = wLL.
DEAD LOAD PER SHELF = wDL.
SEISMIC SHEAR BASED ON DIVISION VI OF THE 1994 U.B.C. = V.
WHERE V=ZIC[wDL+wLUn]/Rw
SEISMIC ZONE= 4
z = .4
I = 1
C = 2.75
Rw (LONGITUDINAL) = 8
Rw (TRANSVERSE) = 6
wDL = 100 lb.
INTERCONNECTED UNITS.
LONGITUDINAL DIRECTION
252"
Vlong=.4* 1 * 2.75* (15120/2+500)/8
VI ong = 1 , 1 08 I b.
Fi = V Whi Irwh
TRANSVERSE DIRECTION
VI ong = .4 * 1 * 2.75 * ( 15120/ 2 + 500 ) / 6
Vtrans = 1,478 I b.
Fi = V Whi/LWh
TOTAL FRAME LOAD= 15,620 I b.
3,024 lb. 399#
r 1=4:;::===3·=02=4 ='b·===I l 1=3;:::=::=3,=02=4 ='b·===t
l t:::;===3,=02=4 ='b·===t
L 24"
3,024 lb.
1
~ 'I 134" ~ 'I
I u = 13411
532# r •
}-403# ---+
}-309# --+
}-180#
}-..
51# 46" J_ >
~ 5611 -J
PROJECT __ S_M_A_C __________ _
CROWN (I ND) FOR ______ --"----'---------
SH EET N0. ___ 8 ____ OF ____ 1_5 __ _
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA • CA 91768
CALCULATED BY AL A. DATE . 06-16-1998 -----
LONGITUDINAL ANALYSIS :INTERIOR FRAME
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).
Vlong = 2 * Vcol = 1,108 I b. RZ ,,
Vcol = 554 lb. 1
F 1 = 19 I b. 60 in.
F2= 68 lb. Fl
F3= 116 I b.
F4= 151 I b.
F5= 200 lb.
BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT.
Mbase = 6095 in.lb.
Mupper + Mlower = Mconn'R' + Mconn'L'
Mconn'R' = Mconn'L'
Mconn * 2 = Mupper + Ml ow er
Mconn = [Mupper + Ml ower]/2
RESULTING FORCES ON COLUMN
SECTION AXIAL LOAD MOMENT
1 7810 6095
2 6248 16043
3 4686 14014
4 3124 7725
5 1562 5992
Mend(LBF354)= 3150 IN-LB
Mend(LBF454)= 6160 IN-LB
~ SAMPLE CALCS:
Mconn = (Mtop+Mbottom)/2 + mend
= (6095 in lb+ 16043 in-lb)/2 + 6160 in-lb
= 17229 in-lb
Mconn
rr, '2-1.."1 ;.,.. \\, ~
_'.2:--l-1 l~"'I ;.._ )~ ~ 1-1\~-.<: Iv\~('\
11, c'2..°J 't .... )\,
\ ~ 1 D l G\ i I\ \6
c, 1 '-tle. j .... \b
)
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PRoJEcr ______ s~M=A..:.:c _______ _
FOR ____ C;:;..;.R.;.;:O;...:.W.;..:.N..;...=Ll;.;:...FT..:......:.T ...... RU.,_C=K-=S------
SHEET NO. 9,] OF ___ ....,1..,.5 ____ _
CALCULATED BY AL A. DATE ____ 6._/1'""""8 __ /--=9---=8 ___ _
COLUMN ANALYSIS LM2O -DOWN AISLE LOADS
ANALYZED PER DIV V, CHAP 22 OF THE 1994 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION.
P= 6,248 LB
M= 16,044 IN-LB
Kxlx/rx = 1.2*60 IN/1.314 IN
= 54.8 <=== (Kl/r)max
KyLy/ry = 0.8*46 IN/1.095 IN
= 33.6
Fe= nA2E/(KL/r)maxA2
= 97.0 KSI
Fy/2= 25.0 KSI
SINCE, Fe > Fy/2
THEN, Fn= Fy(1-Fy/4Fe)
= 50 KSl*[1-50 KSl/(4*97 KSI)]
= 43.6 KSI
Pn= Aeff*Fn
= 29,008 LB
Oc= 1.92
Pa= Pn/Oc
= 29008 LB/1.92
= 15,108 LB
P/Pa= 0.41 > 0.15
FLEXURE
CHECK: P/Pa + (Cmx*Mx)/(Max*µx) ~ 1.33
P/Pao + Mx/Max ~ 1.33
Pno= Ae*Fy
= 0.666 INA2 *50000 PSI
= 33,300 LB
Pao= Pno/Oc
= 33300 LB/1.92
= 17,344 LB
Myield=My= Sx*Fy
THUS,
= 0.766 INA3 * 50000 PSI
= 38,300 IN-LB
Max= My/Of
= 3~00 IN-LB/1.67
= 22,934 IN-LB
Per= nA2El/(~L)maxA2
= nA2*29_500 KSl/(1.2*60 IN)A2
= 64,532 LB,
(EQ C4.1-1)
(EQ. C4-3)
(EQ C4-2)
(EQ C4-1)
(EQ C5-1)
(EQ C5-2)
t
SECTION PROPERTIES
A= 3.0 IN
B= 3.0 IN
C= 0.75 IN
t = 0.075 IN
Aeff = 0.666 INA2
Ix = 1.149 IN"4
Sx = 0. 766 INA3
rx=1.3141N
ly = 0. 798 IN"4
Sy= 0.510 INA3
ry = 1.095 IN
Kx = 1.2
Lx = 60.0 IN
Ky= 0.80
Ly= 46.0 IN
Fy= 50 KSI
E= 29,500 KSI
Of= 1.67
Crnx= 1.0
Cb= 1.0
µx= {1 /[1-(0c*P/Pcr)]}"-1
= {1/[1-(1.92*6248 LB/64532 LB)]}A-1
= 0.81
(6248 LB/15108 LB) + (1 *16044 IN-LB)/(22934 IN-LB*0.81) =
(6248 LB/17344 LB) + (16044 IN-LB/22934 IN-LB) =
1.27
1.06
< 1.33, OK (EQ C5-1)
< 1.33, OK (EQ C5-2)
MATERIAL HANDLING ENGINEERING
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PROJECT ______ s_M_A_c _______ _
CROWN LIFT TRUCKS FOR ________________ _
SHEETNO. ___ 9_._z ___ OF _ ___,,....,...,..1..,,,..5...,..,,... __
AL A 6/18/98 CALCULATEDBY ____ ._DATE _____ _
COLUMN ANALYSIS LM2O -CROSS AISLE LOADS
ANALYZED PER DIV V, CHAP 22 OF THE 1994 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION.
Pstatic= 7,810 LB
Pseismic= 164230IN-LB/56 IN
= 2,933 LB
Ptotal= 10,743 LB
My= V*h
= 782 LB * 12 IN
= 9,384 IN-LB
KxLx/rx = 1.2*51 IN/1.314 IN
= 46.6 <=== (Kl/r)max
KyLy/ry = 0.8*43 IN/1.095 IN
= 31.4
Fe= rrA2E/(KL/r)maxA2
= 134.2 KSI
Fy/2= 25.0 KSI
SINCE, Fe > Fy /2
THEN, Fn= Fy(1-Fy/4Fe)
= 50 KSl*[1-50 KSl/(4*134.2 KSI)]
= 45.3 KSI
Pn= Aeff*Fn
= 30,199 LB
Oc= 1.92
Pa= Pn/Oc
= 30199 LB/1.92
= 15,728 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
= 0.666 INA2 *50000 PSI
= 33,300 LB
Pao= Pno/Oc
= 33300 LB/1.92
= 17,344 LB
Myield=My= Sy*Fy
THUS,
= 0.51 INA3 * 50000 PSI
= 38,300 IN-LB
Max= My/Of
= 38300 IN-LB/1.67
= 22,934 IN-LB
Per= rrA2El/(KL)maxA2
= rrA2*29500 KSl/(1.2*51 IN)A2
= 89,318 LB
(EQ C4.1-1)
(EQ. C4-3)
(EQ C4-2)
(EQ C4-1)
(EQ CS-1)
(EQ CS-2)
V ,-,----'I,..._-----,-,
Pcol
j
+---DEPTH ----f
SIDE ELEVATION ~A=n
B
Ll
SECTION PROPERTIES
A= 3.0 IN
B= 3.0 IN
C= 0.75 IN
t = 0.075 IN
Aeff = 0.666 INA2
Ix = 1.149 INA4
Sx = 0.766 INA3
rx = 1.314 IN
ly = 0. 798 INA4
V= 782 LB
Mseismic= 164,230 IN-LB
h= 12.0 IN
DEPTH= 56 IN
Sy= 0.510 INA3
ry = 1.095 IN
Kx = 1.2
Lx = 51.0 IN
Ky= 0.80
Ly= 43.0 IN
µx= {1 /[1-(0c*P/Pcr)]}A-1
Fy= 50 KSI
E= 29,500 KSI
Of= 1.67
Cmx= 1.0
Cb= 1.0
= {1/[1-(1.92*10743 LB/89318 LB)]}A-1
= 0.77
(10743 LB/15728 LB)+ (1*9384 IN-LB)/(22934 IN-LB*0.77) = 1.22 < 1.33, OK (EQ CS-1)
< 1.33, OK (EQ CS-2) (10743 LB/17344 LB)+ (9384 IN-LB/22934 IN-LB)= 1.03
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BEAM ANALYSIS
PROJECT ______ S_M_A_C _______ _
CROWN LIFT TRUCKS FOR ________________ _
SHEETNO. __ 1_0_._1 ___ 0F ___ 1_5 ___ _
CALCULATEDBY __ A_L_A_._DATE_6_/_l_8_/9_8 __
BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABILIZE THE SYSTEM,
ALTHOUGH IT DOES NOT PROVIDE FULL FIXITY. THUS, THE BEAMS SHALL BE ANALYZED ASSUMING
PARTIAL END FIXITY. FOR THE COMPUTATION OF THE BEAM TO COLUMN MOMENT CONNECTION CAPACITY,
THE PARTIAL END FIXITY MOMENT OF THE BEAM WILL BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR
THE ANALYSIS OF THE CONNECTION.
% END FIXITY= 25 %
EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM
FOR A SIMPLY SUPPORTED BEAM, THE MAX MOMENT AT THE CENTER IS GIVEN BY WLA2/8. AN ASSUMPTION
OF PARTIAL FIXITY WILL DECREASE THIS MAXIMUM MOMENT BY THE FOLLOWING METHOD:
0 = 0.25
Mcenter= Mcenter(simple ends) -0*Mcenter(fixed ends)
= wLA2/8 -(0.25 * wLAZ/12)
= wLA2/8 -wLA2/48
= 0.104 * wLA2
REDUCTION
THUS,
COEFF B= 0.104/0.125
= 0.832
Mcenter= P.i*(wLA2/8)
= 0.832*(wLA2/8)
Mends= 0*Mmax(fixed ends)
= (wLA2/12)*0.25
= 0.0208*wLA2
0
0
0
I-
EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM
-.. " -
r Mcenter(simple)
Mends ( fi d) ____ Mcenter
ixe _______ ----------, (fixed) -.,, .,, .... -,,
,,, __ .,,-J---,_ -----c--~max
L---1
TYPICAL BEAM FRONT VIEW
FOR A SIMPLY SUPPORTED BEAM, THE MAX DEFLECTION AT THE CENTER IS GIVEN BY SwLA4/384EI. AN
ASSUMPTION OF PARTIAL FIXITY WILL DECREASE THIS MAXIMUM DEFLECTION BY THE FOLLOWING METHOD:
Amax= [ ( 5-4*0) *w*(L) A4/ ( 384 *E*lx)]
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PROJECT __ -=~~-=-S-=-M=A=C=-==-e-=...------CROWN LIFT TRUCKS FOR _________________ _
SHEETNO. __ l_O_._z ___ OF _ __,~1-5,....,..,,,_,,,,_ __
AL A 6/18/98 CALCULATED BY ____ ._ DATE ______ _
LMT LBF454 INTERIOR BEAM ANALYSIS
L LIVE LOAD= 4,320 LB <=== 4 * 1080 LB = 4320 LB PER PAIR OF BEAMS
L DEAD LOAD= 100 LB
END FIXITY= 25 %
Mcenter= 0.1 04 * wLA2
= 30, 799 IN-LB
Mends= 0.0208*wLA2
= 6, 1 60 IN-LB
Lmax= [1950+ 1200(M1 /M2)]b/Fy
M1 /M2= 0.2 <=== SINCE Mcenter > Mends
Lmax= (1950 + 240)*2.75/50
= 120.5 IN < L
THUS, Fb= 0.6 * Fy
= 30,000 PSI
MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON:
1) MAXIMUM MOMENT CAPACITY
IF, fb= M/Sx
THEN, 0.6 * Fy= (B*wLA2/8)/Sx
THUS,
MAX WEIGHT/LVL= [9.6*Fy*Sx/(B * L)]*a
= (9.6* 50 KSI * 1.212 INA3)/(0.832*134 IN)*0.875
= 4,566 LB/LVL <=== GOVERNS
OR,
2) MAXIMUM ALLOWABLE DEFLECTION (Amax)
IF,
AND,
THEN,
.Mllow= Ul 80
= 0.744 IN
A= [ 5w(L)A4/ (3 84*E*lx) ]*B
MAX WEIGHT/LVL= 2*[(384*E*lx*6allow)/((5-40)*LA3 )]
= 4,926 LB/LVL
a
STEP BEAM PROPERTIES
Ix= 2.811 INA4
Sx= 1.212 INA3
Fy= 50,000 PSI
Length=L= 134.0 IN
a= 4.500 IN
b= 2.750 IN
c= 1.875 IN
d= 0.875 IN
e= 1.500 IN
t= 0.0747 IN
Mlong.= 1 5029 IN-LB
a= IMPACT COEFF.=(1-.25/2)= 0.875
.... , ---T-H-US_,_M_A_X_A_L-LO_W_A_B_L_E _LI_V_E -LO_A_D_P_E_R_L-EV_E_L_=_4-,4-6_6_L_B_/L_V_L___,I B= 0.832
0= 0.25
ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL
Mstatic= (:l*wLA2/8
Mimpact= Mstatic*l .125
LEVEL
1
Mstatic
30_ 799 IN-LB
Mallow(static)= S * Fb Mseismic= Mconn=Mlong.+Mends
Mallow( seismic)= S * Fb * 1 . 3 3
Mimpact
35 198 IN-LB
Mallow(static) Mseismic Mseismic(allow)
36.360 IN-LB 21189 IN-LB 48 468 IN-LB
RESULT
GOOD
PROJECT ______ S_M_A_C _______ _
CROWN LIFT TRUCKS FOR _________________ _
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
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SHEET NO. 10.3 OF ___ 1_5 ___ _
CALCULATED BV __ A_L_A_._ DATE _6_/_1_8_/_9_8 __
LMT LBF354 EXTERIOR BEAM ANALYSIS
L LIVE LOAD= 2, 1 60 LB <=== 2 * 1080 LB= 2160 LB PER PAIR OF BEAMS
L DEAD LOAD= 100 LB
END FIXITY= 25 %
Mcenter= 0. 1 04 * wLA2
= 15,748 IN-LB
Mends= 0.0208*wLA2
= 3,150 IN-LB
Lmax= [1950+ 1200(M1 /M2)]b/Fy
M1 /M2= 0.2 <=== SINCE Mcenter > Mends
Lmax= (1950 + 240)*2.75/50
= 120.5 IN < L
THUS, Fb= 0.6 * Fy
= 30,000 PSI
MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON:
1) MAXIMUM MOMENT CAPACITY
IF, fb= M/Sx
THEN, 0.6 * Fy= (B*wLA2/8)/Sx
THUS,
MAX WEIGHT/LVL= [9.6*Fy*Sx/(B * L)]*u
OR,
= (9.6* 50 KSI * 0.826 INA3)/(0.832*134 IN)*0.875
= 3,112 LB/LVL
2) MAXIMUM ALLOWABLE DEFLECTION (Amax)
IF, Aallow= 1/180
= 0.744 IN
AND, A= [Sw(L)A4/(384*E*lx)]*B
THEN,
MAX WEIGHT/LVL= 2*[(384*E*lx*6allow)/((5-40)*LA3 )]
= 2,658 LB/LVL <=== GOVERNS
a
STEP BEAM PROPERTIES
Ix= 1.517 INA4
Sx= 0.826 INA3
Fy= 50,000 PSI
Length=L= 134.0 IN
a= 3.500 IN
b= 2.750 IN
C= 1.875 IN
d= 0.875 IN
e= 1.500 IN
t= 0.0747 IN
Mlong.= 7981 IN-LB
a= IMPACT COEFF.=(1-.25/2)= 0.875
.-----T-H-US_,_M_A_X_A-LL_O_W_A_B_L_E -LI-VE-LO_A_D_P_E_R_L-EV_E_L_=_2-,5-5_8_L_B_/L_V_L--,I B= 0.832
0= 0.25
ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL
Mstatic= ~*wLA2/8
Mimpact= Mstatic*1.125
Mallow(static)= S * Fb
Mallow(seismic)= S * Fb * 1.33
Mseismic= Mconn=Mlong.+Mends
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BEAM TO COLUMN ANALYSIS
Mconn max= Mconn. seismic + Mend
= 121 '1 89 IN-LB I
SMAC PROJECT ___ ,...,..~..,.........,.......-r-"1...,.....,,.,..-----CRQWN LIF I I ROCKS
FOR----~,~,-,,,..-------~,~s----
SHEET NO. ___ . _______ OF---,--,.,.-rr..,.,...,.,_--A[ A. 6718798 CALCULATED BY _____ DATE ______ _
Mupper
11
CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS:
1) SHEAR CAPACITY OF BOLTS
BOLT DIAMETER= 7 /16 IN
Fy= 50,000 PSI
Pmax-shear= 0.4 * Fy * Area
= 50000 PSI* (0.4375 IN)A2 * n/4
= 3,006.6 LB
2) BEARING CAPACITY ON COLUMN
Fu= 65,000 PSI
Pmax-brg= Bearing Area * Fbearing
= (0.5 *thickness)* Fu
= (0.5 * 0.075 IN)* (65000 PSI)
= 2,437.5 LB < 3006.6 LB
3) MOMENT CAPACITY OF BRACKET
Mcap= Sbracket * Fbending
= 0.105 INA3 * 0.66 * Fy
= 3,465 IN-LB
C= Mcap/0.75 = 1.59 * P1
THUS, P1 = 0.839 * Mcap
= 2,907 IN-LB > 2437.5 LB
THUS, GOVERNING VALUE IS THE MIN VALUE OF P1,
P1-eff= 2,438 LB
SIMILARLY, Pr= (0.4 * Fy * RIVET DIAM)
= 1,534 IN-LB
THUS, C= 5,227 IN-LB
Mconn Mconn
(
00 ) 0 0
0 O
o<----JO oi--
u
Mlower
1"
I
2"
2" ,
1/2"
1/2" ---=-------"<--
C= 3*P1 + P2
= P1 +P1 *(2.5/4.5)+P1 *(0.5/4.5)+P2*(3.5/4.5)
= 1.66*P1 + 0. 77*P2
Sbracket= 0.105 INA3
SAFETY PIN DIAM= 0.31 25 IN
P2= P1*(2.5/4.5)
P3= P1*(0.5/4.5)
P4= Pr*(3.5/4.5)
Mconn-allow= P1 *( 4.5 IN) + P2*(2.5 IN) + P3*(0.5 IN) + Pr*(3.5 IN) * 1.33
= 21,618 IN-LB > Mconn max, OK
Mbracket= 0.75" * C Mbracket-cap= 0.66*Fy*Sbracket*1.33 . . = =
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
161 ATLANTIC AVENUE• POMONA• CA 91768
STEP BEAM WELD CAPACITY
SCOPE:
PROJECT _____ ___,;;S __ M.;.;.A ..... C~-------
CROWN LIFT TRUCKS FOR _______________ .;;_ ___ _
SHEET NO. 11.2 OF ___ 1"'-"5=----
CALCULATED BV __ A_L_A_. _ DATE __ 6_/1_8 ___ /_9_8 __
DETERMINE THE EFFECTIVE SECTION PROPERTIES OF THE MEMBER WELD SHOWN
BELOW. THE EFFECT OF THE ROUNDED CORNERS ARE TAKEN INTO ACCOUNT.
----,
I
L---
----1
---
----1
---
TYPE "A" WELD TYPE "B" WELD TYPE "C" WELD
WELD SECTION PROPERTIES
0.125 INCH THICK. TYPE "A" WELD
AREA=I0.988 INA2 !MOMENT CAPACITY= 121,301 IN-LB
Sx=I0.76 INA3
WELD MOMENT CAPACITY UNDER SEISMIC LOADING
Max Mconn= 21,189 IN-LB
Fbase-metal= 0.6*Fy-base metal
= 30,000 PSI
Fweld= 0.3*Fu
= 21,000 PSI
Feffective= 21,000 PSI
CAPACITY= Feff * Sx-weld * 1.33
= 21000 PSI* 0.761 INA3 * 1.33
= 21,301 IN-LB > MAX Mconn, OK
TYPE "D" WELD
/ WELD TYPE
j TYPE "A" WELD
PR0JECT __ S_M_A_C __________ _
CROWN (I ND) FOR ______________ _
SHEET N0. ___ 12 ___ OF ____ 15 __ _
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
CALCULATED BY __ A_L_A_. _ DATE_O_6_-_16_-_1_9_9_8_
TRANSVERSE ANALYSIS: BRACING :EXTERIOR FRAMES
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 : COMPRESS I ON MEMBER
L di ag. = [(L-6)12+(D-2* Bcol )12]1.5
= 64.0
Vdi ag =Vtrans * Ldi ag. / D
=897#
kl/rmi n = [ 1 * 64.0] I .404
= 158.4
Fa =[12TI l2E]/[23(kl /r)l2]
= 5944 psi.
fa/Fa =Vdi ag/(Area* Fa)
= 0.52
----
DIAGQ\IAL AND
Hffil ZQ\ITAL BRACING
l
L= 46"
l
----
Area= .288 "AZ
rmin= .404 "
t= .0747 II
W= 1.5 "
H= 1.25 "
PROJECT __ S_M_A_C _________ _
CROWN (IND) FOR _____ _;._..;_ ______ _
SHEET N0. ___ 13 ___ OF ____ 15 __ _
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLAN11C STREET• POMONA• CA 91768
CALCULATED BY AL A. DATE_O6_-_1_6_-1_9_9_8_
OVERTURNING :EXTERIOR FRAMES
ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2237.7.1 OF THE 1994 Uniform Building
Code. .
FULLY LOADED
TOT AL SHEAR = 784 I b.
Mot = Vtrans * ht * 1.1 5
= 784 * 209 * 1.15
= 164230 in.lb.
282#
Mst = I(Wp+.85wDL) * d/2
= ( 7560+.85 * 500) * 56/2
= 211680 in.lb.
Pupl i ft = 1 (Mot -Mst)/d
Pupl i ft <= 0 NO UPLIFT
TOP SHELF LOADED
SHEAR = 1 5 6 I b.
Mot = Vtop * h * 1 .1 5
= 1 56 * 248 * 1.15
= 44757 in.lb.
Mst = (Wp+w DL) * d/2
= ( 1512+.85 * 500) * 56/2
= 42336 in.lb.
Pupl ift = 1 (Mot -Mst)/d
= 43 lb. <-CRITICAL
USE 2 ea. 1 /2 x 2-1 /8MI N. EMBED. Ml N. EMBED. ANCHOR.
• f / 1!!#
}-""' 164#
46" /-
f-""' 95# }--.. r_/ .,.27#
~ 56",t
CAPACITY OF 1/2 x 2-1/8MIN. EMBED.= 1140 lb. PULLOUT & 1455 lb. SHEAR
COMBINED STRESS 1 = 0 / 2280 + 392 / 2910 = 0.13
COMBINED STRESS2 = 43 / 2280 + 78 / 2910 = 0.05
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
BASE PLATE :EXTERIOR FRAMES
PROJECT __ S_M_A_C __________ _
CROWN (IND) FOR ______________ _
SHEET N0. ___ 1_4 ___ OF ____ l 5 __ _
CALCULATED BY __ A_L_A_. _ DATE_O_6-_1_6_-_1_9_9_8_
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 = 4030 I b. B = 4 in.
Mb= 3236 in.lb.
D=7 in.
b = 3 in.
P/A =Pcol/(D*B) = 143.9 psi.
M/S = Mb/((D*B12)/6) = 173.3 psi.
fb2 = 2b/B*fb = 43.34 psi.
f bl = fb-fb2 = 130.0 psi.
Mbase = wb112I2 = bl 1212[ fa.+ fbl + .67fb2]
Mbase = 37.9 in.lb.
Sbase = 1 *t/2/6 = 0.0234 i n/3
Fbase = .75Fy * 1 .33 = 36000 psi.
fb/Fb = Mbase/(Sbase* Fbase) = .04
ANCHOR TENSION
IMo =0
T* d2=[Mbase-Pcol * b/2]
T = Mbase/d2 -Pcol*b/2d2
T =-11 2 4 I b ..
t = .375 in.
bl = .5 in.
~ iPcol
t bl+-: -+ blt
ral1111ff 1-
fb
!Pcol
T
t== I. IMbase
d2~ l' dl
dl ~/
PROJECT __ S_M_A_C __________ _
CROWN (IND) FOR ______________ _
SHEET N0. ___ 1_5 ___ OF ____ 15 __ _
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
CALCULATED BY AL A. DATE_0_6-_1_6_-_1_9_9_8_
SLAB AND SOIL :EXTERIOR FRAMES
THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, _IT WILL BE ASSUMED TO
DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND HENCE, WILL ACT AS A FOOTING.
(a) PUNCTURE
Pmax = 1.4 DEAD LOAD+ 1.7 LIVE LOAD ~
P max = 1 .4 * P col + 1 .7 * (Mot/ d) /_,) f
= 10,628 lb.
Fpunct = 2*sqrt(f'c) = 126.5 psi.
I I Apunct = [(w+t/2)+(d+t/2)]*2*t = 204.0 in/2
fv/Fv = Pmax/(Apunct*Fpunct) = 0.41
(b) SLAB TENSION / b}--B---}
\.
I"'
Asoi I = Pmax/(1.33 * fsoi I)= 7.97 ft/2
= 1,148 i n.12
L = sqrt(Asoi I)= 33.9 in.
, L---------,.f~v
B = sqrt(w*d) + t = 11.3 in.
b = (L-B)/2 = 11.3 in.
Mconc =wb12/2 = (1.33*fsoil*b'2)/(144*2)
= 590.5 in.lb.
Scone= 1*tl2/6 = 6.00 in/3
Fconc = 50 *sqrt(f'c) = 284.60 psi.
fb/Fb = Mconc/(Sconc*Fconc) = 0.35
BASE PLATE
w =4 in.
d = 7 in.
CONCRETE
t = 6 in.
f 'c = 4000 psi.
SOIL
fs = 1000 psf.