HomeMy WebLinkAbout2081 FARADAY AVE; ; CB980195; PermitB U I L D I N G P E R M I T Permit No: ·cB980195
Project No: A9800257
Development No:
03/03/QS 11:4:5
Page 1 of 1
Job Address: 2081 FARADAY AV
Permit Type: INDUSTRIAL TENANT IMPROVEMENT
Parcel No: 212-120-26-00
Valuation: 620,000
Suite:
Lot#:
Occupancy Group: Reference#:
Description: PALLET RACKS-STORAGE-CALLAWAY
562
'
Construction Type:
Status:
4584 03/03,:W@pl):O.edll
Apr /Iis-:t'filMif:
Entered By:
944:-8067
I
1 INSP._.._.. ___
'CL
CITY OF CARLSBAD
2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161
NEW
ISSUED
00:Y23/98
0 3 /415:';(Yu~t5
RMA
vdg/G
PERMIT APPLICATION
FOR OFFICE USE ONLY {J
PLAN CHEqK NO. g,i .
EST. VAL. {g :l[) CITY OF CARLSBAD BUILDING DEPARTMENT
2075 Las Palmas Dr., Carlsbad CA 92009
(760) 438-1161
--=---....L..>,e.;1,,,,<-.s..<.---,---::::;---,s
Plan Ck. Deposit ----Hr--a--::=--u-?~Y D
Validated Byi--7....--=-r---"------
Date_--l-:--H>'=,....,.~4-n------
Address (include Bldg/Suite #) Business Name (at this addre~40 M/'>7 /o;·1 V4 ~~~70 0001 01 o,
Legal Description Lot No. Subdivision Name/Number
:c I sr~ I Ben ON c....:m. Unit No.
If
Assessor's Parcel # Existing Use Proposed Use
Description of Work SQ. FT. #of Stories # of Bedrooms
;Nsi70LJ-~Ai-LST ~el« il>l t=tilSTING VV.-ORf:H-of.Js;F-,
# of Bathrooms
L~.,.-: 'J:7;iN~c:t rf~Fi'$o~{{ftdiff~riiiii' ii9m.-apji'11c'li11ii-, -·;·: . ; • . . . . -
-loN Mcf.!A A.l~ 10 &i MATI=~ Pl--'£AN'f1.J F6S:PA.JNGS 0/J. /J)O 'O
Name Address City
:a.;:-~_)>iP;~l;ICAN;F ', ~Ol)~[ilpt()f :,-:-tloAY!Jnf,(q(CQ.Qtr,~9tQr,,. o::00'.'09r':-~.o:x;;9ent.forOWn~i"
State/Zip -.Te~h,211,e, # Fax # f ---.,. --_··· ·-.· -.C./q,k__·..,~-,g,ob7 ·:·.-q<JoS%)".
Name .JON M C(J.Af=Fftl'IE A~d!e.ss fD-;J.t f,,M_/f(1;7p.N_ _ Pl, t CitySi.V~ Pf" ~~6$: ~.elephone # Sf::;2 9#806 l
:4.i : __ Pl!QP.);Rffir_,QW~---'-> _, :~ , ...... -~ .,,,, ...
;~::1!:._ C-A _i4Ai .f/i{iY,,__~q,i:-,,,, --~-~ress.z,f.,-iS".. fil.J ~ p~, ~i:L ~ Rt£ ~~ftat~/-~ip <Jlil • Telep~~ne_ # ,(}) ~J. ; 77 { p,,: . f;;Q.fil.'LlfJ!C-TQ~.-CPMP.-Atilrl\lt.L!: , , , . . . . .
(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 Sectio!1 7031.5 by any applicant for a permit subjects the applicant to ~ civil penalty of not more than five hundred dollars [$500]).
W · ,-: fb il-f:4 P. D lb 2bl MA ·ft;(J..N Pt.-. SAW) f'€ s PA.tYi§> ('..J) • !>l:, 2 0)44> F:fib J
Name Address City State/Zip (107phone #
State License # ________ ,,,__ License Class_________ City Business License # 120 ±] 0]
M0-4 D F:S t'a tJ ~ FNG . 3 7 8' b t-11 ~~ G tEN~-~ i.E C!.ll -<l?J J :2 D g
Designer Name Address City State/Zip Telephone
State License# C!O!"'&~ 24 :s .... · ~~tTo'N·:~:7 ·,·.-~. · -· .. -. ·:·-.-:,, --:· ... · ·-· -· . ---.:::-·:.--·_ ..... •· ..... --·:· · :
w~/i:~rs!.Com~e~~;ti-;,;,-.r5;~jJ~~tl~;;-,-h'a7~by.;ffir;;;"";:;;;d;~·p~-~;jty,;f p·e;j~;y ·~n~ ·of the foll~wing d~clar~t1on~~" .
0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
of }he work for which this permit is issued. ,
l!f I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued. My worker's compensation insurance carrier and policy number are: e!£ __ I
lns,urance·Cornpany ""'I I.. I ~"111 ,M,t.JTL! AL ( Policy""'Na:-W:,f,:2.-it i-e~~--0 it~;:;.tion76ate3\ /18 I~
ITHl.$.SEC.TION·NEED-rJOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDFIED'D01:1:ARS•[$100) OR LESS) ~-J t 7
0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as
to become subject to the Workers' Compensation Laws of California.
WARNING: · re to secure work
thousand oilers ($ 0,000), i
rlGN'A'T. "'l·-._'il;j,-"'r--P,=-'~~""'-4-\:--:J/4<;;;1,d~Hll=---:---~--------
L7-. ~~ti.>WNER,BUI • 'E8 DECLARATLOl',I ,
I hereby affirm tha I exempt from the Contra tor's License Law for the following reason:
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).
D 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 I address / phone number/ type of work): _____________________________________________________ _
DATE PROPERTY OWNER SIGNATURE _____________________ _ ----------~'ci1i1e1~1.iJ,A1!,._sE9:'tfq~i=(m:'rf P?#J1c'$1,;i,,Et1Jll{i. ·aui~D1"N: .. ~1i'~1\rv1itspr,.1W:
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration foriyor risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES [B""' NO
D YES ~NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site 7
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district?
DYES ~o
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
;§~,::JPN.$;t:1tQcr10.N:,~J;~!ml-~.~¢~N'l'.tY:::~ ::_~ .. -~-:::.:::.:.:. : .. · · _:::": .:: __ ·,: • -· __ -···. .. . . .. . ,,.
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 tim the work ·s n e fo a_ period of 180 days (Section 106.4.4 Uniform Building Code).
DATE --,' /;--2 __ '3,---+/-C1D)_,egc,__ ___ _
YELLOW: Applicant PINK: Finance
CITY OF CARLSBAD
INSPECTION REQUEST
PERMIT# CB980195 FOR 04/29/98 INSPECTOR AREA TP
PLANCK# CB980195
CCC GRP
DESCRIPTION: PALLET RACKS-STORAGE-CALLAWAY
TYPE: ITI
JOB ADDRESS: 2081 FARADAY AV
APPLICANT: W.T. BILLARD
CONTRACTOR:
OWNER:
REMARKS: C/ AM PLEASE
SPECIAL INSTRUCT: INSPECT AT.l0AM PLEASE
STE:
CONSTR. TYPE NEW
LOT:
PHONE: 562 944-8067
PHONE: £) PHONE:
INSPECTOR--;,:.,---------
REQUESTED A SLOW PIC MODULE INSPECTION?
TOTAL TIME:
--RELATED PERMITS--PERMIT# TYPE STATUS
AS970036 ASC ISSUED
FS970017 FIXSYS ISSUED
FAD97018 FADD ISSUED
CB973212 ITI ISSUED
SE970210 swow ISSUED
AS970200 ASC ISSUED
CB973830 MISC ISSUED
AS980008 ASC ISSUED
CB980203 ITI ISSUED
CB980409 ITI ISSUED
CB980710 ITI ISSUED
CD LVL DESCRIPTION ACT COMMENTS
34 EL Rough Electric /J.Jv
-#----------C:t2_ .$MleJ @~IL. /ltu.k..~
--------------------------------------
***** INSPECTION HISTORY*****
DATE
031698
031398
031298
031198
DESCRIPTION
Final Combo
Frame/Steel/Bolting/Welding
Final Structural
Final Stru.ctural
ACT INSP
NS TP
PA TP
CO TP
CO TP
COMMENTS
SEE 3/13 INSP
OK TO STOCK STOR & PICK RACKS
SEE CORR LIST ATCH.
SEE CORR LIST ATCH.
... CITY OF CARLSBAD BUILDING JOB ADDRESS .. • .. NOTICE ~~
~-,s··· • . .
I OWNER OR PERMITTEE NAME
D VIOLATION
NOTE:
READ
REVERSE
SIDE
PRESENT THIS NOTICE WHEN
MAKING APPLICATION FOR PERMIT
D CORRECTIONS REQUIRED
•
-
INSPECTION Z o ti I PA/lJ!/~/Jt-1 M/.' DEPARTMENT CENUS TRACT NO . I PERMIT r-j(JMBER I PLAN FILE NUMBER
00494 9&-/q)
NO . CONTRACTOR
MAIL ADDRESS FOR
DOWNER, OR
0 CONTRACTOR
D NO PERMIT -STOP WORK -REMOVE CONSTRUCTION, OR OBTAIN PERMIT AND MAKE ANY
WORK COMPLY WITH BUILDING LAWS. (See comments on reverse side regarding penalty fees).
D CONSTRUCTION NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT • STOP WORK
MAKE EXISTING WORK COMPLY WITH APPROVED PLANS AND PERMIT OR REMOVE IT.
D CALL PLANING DEPARTMENT AT 438-1161, CONCERNING VIOLATION OF ZONING
REGULATION LISTED BELOW.
0 STOP WORK • UNTIL AUTHOBIZED TO CONTINUE BY THE INSPECTOR.
0 CONTACT CODE ENFORCEMENT OFFICER AT 438-1161.
0 CONTACT INSPECTOR AND ARRANGE FOR APPOINTMENT AT 438-3550.
0 CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED.
D PAY REINSPECTION FEE (See Back); THEN D CALL FOR REINSPECTION AT 438-3101.
0 WORK DESCRIBED BELOW HAS BEEN INSPECTED AND IS APPROVED .
THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN, ____ DAYS. THE CARLSBAD BUILDING MUNICIPAL CODE REQUIRES PENALTY FEES WHEN WORK HAS BEEN STARTED WITHOUT PERMIT.
NAME OF INSPECTOR (PRINT)
-/~
INSPECTOR'S SIGNAlURE
IN-13 (Rev. 2/86)
4:?Y-1/.t' / Xl/t/ ti
OFFICE TEL. NO.
7:00 A.M. TO 8:00 A.M.
3:00 P.M. TO 4:00 P.M.
MONDAY THRU FRIDAY
ELECTRICAL
HEATING
PLUMBING
REFRIGERATION
COMBINATION
UNSCHEDULED BUILDING INSPECTION
DATE 3 /t'$h( ---=-7,,-........,...., ...._ __ INSPECTOR d _//_,., __________ _
PLAN CHECK# ------
JOB ADDRESS __ _..._2 __ cJ...._B.....,I ...... G ..... "XJ ..... /l._1.J __ IJ __ /J_,.f ..... N!--..--. _--------------
. DESCRIPTION ------------------------
TIME ARRIVE: -----
· CODE DESCRIPTION
JJ./.
TIME -----
ACT COMMENTS
. '
EsGil Corporation
Professional P Ian. ~view 'Engineers
DATE: 2/26/98
JURISDICTION: Carlsbad
PLAN CHECK NO.: 98-195
PROJECT ADDRESS: 2081 Faraday Ave.
PROJECT NAME: Racks for Callaway Golf
SET: II
~T OJU
0 PLAN REVIEWER
0 FILE
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified in the attached list 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:
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
O·GA 0 CM D EJ D PC log trnsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576
Carlsbad 98-195 II
2/26/98
1. Note on sheet 09097-1281 that this project shall comply with Title 24.
2. Note on the sheet 09097-1281 indicating that no hazardous materials will be
stored and/or used within the building which exceed the quantities listed in UBC
Tables 3-D and 3-E.
3. Note on the sheet 09097-1281 to show 4" clearance between the racks and
building wall.
4. Note on the "INTERLAKE" pallet rack detail sheet that all anchors installation
requires special inspection
5. City to verify the existing bathroom serving the remodel area complies with the
current disable access requirements.
6. Fire Department approval is required.
7. Provide special inspection program to the building official prior to issuance the
building permit.
8. g~iase slip sheet 09097-1281, Interlake pallet rack detail sheet, and 1152-8 into
W,~1 city II set. .
If you have any questions regarding these items, please contact David Yao of
Esgil Corporation at (619) 560-1468. Thank you.
EsGil Corporation
Professional Pum ~view '£,11/Jineers
DATE: 2/4/98
JURISDICTION: Carlsbad
PLAN CHECK NO.: 98-195
PROJECT ADDRESS: 2081 Faraday Ave.
PROJECT NAME: Racks for Callaway Golf
SET:I
~~NT
~ 0 PLAN REVIEWER
CJ FILE
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department
staff.
D The plans transmitted herewith have sign_ificant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
IZ! 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.
[ZI The applicant's copy of the check list has been sent to:
Jon McCaffrie 10261 Matern Place Santa Fe Springs CA 90670
[XI 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
0 GA O CM O EJ O PC 1/29 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576
Carlsbad 98-195
2/4/98
GENERAL PLAN CORRECTION LIST
JURISDICTION: Carlsbad
PROJECT ADDRESS: 2081 Faraday Ave.
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 1/29
REVIEWED BY: David Yao
FOREWORD (PLEASE READ):
PLAN CHECK NO.: 98-195
DATE REVIEW COMPLETED:
2/4/98
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?
Cl Yes 0 No
Recheck the "pallet" racks as follows:(Type A,B,C,D,E and F)-~ack Design&
Engineering Co.
4. Only the storage racks are included in this plan review
5. Provide a statement on the Title Sheet of the plans that this project shall comply with
Title 24.
Carlsbad 98-195
2/4/98
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 USC Tables 3-D and 3-E.
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 USC
Sections 306.8, 309.8 and 311.8.
9. Indicate the clearance from the new racks to the existing 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. Provide forklift protection per Section 2231.5.
11. Include the 25% increase in vertical loading for impact per Section 2237.2
12. Recheck all connections on sheet 1 as follows:
a) Check the rivet bearing capacity. The capacity is only dtFu.
b) Provide calculations for all beam to bracket weld capacities per Section 2330
(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.
13. lndicate·the safety pin size and verify it is adequate for the 1000# load. Section 2236.1.
14. Recheck the base plate anchors as follows:
a) Check the transverse seismic for overturning with only the top shelf loaded with
the force acting through the center of gravity of the top load per Section 2237. 7.
b) ICBO #1372 shows the anchors can not resist seismic or wind force. City will
accept the anchors if special inspection was provided and use 1/2 allowable
stress. ·
15. 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).·
16. Check the slab stress for the maximum transverse overturning axial load. Show the slab
thickness on the plans p.er the calculations. Check the maximum slab stress under the
base plate per Section 1915.4.2.
17. Provide calculation to show the columns for type C, D and E tunnel bay are adequate.
18. Are all the braced same size? Please clarify on the plan the diagonal brace is the same
as the horizontal brace. .
Carlsbad 98-195
2/4/98
Recheck the "pallet" racks (INCA type) as follows: Seismic Material Handling
Engineering
19. Only the storage racks are included in this plan review
20. Provide a statement on the Title Sheet of the plans that this project shall comply with
Title 24.
21. 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.
22. 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.
23. Obtain Fire Department approval for groups F, Mand S occupancy storage per UBC
Sections 306.8, 309.8 and 311.8.
24. Indicate the clearance from the new racks to the existing 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.
25. Provide forklift protection per Section 2231.5.
26. Please provide a description for the function of the rack. What is the function of the truss
between the racks? What kind of the decking above the truss? The rack appears to be
not a regular storage rack.
27. Please clearly noted on the plan the mezzanine extension and stairways are not part of
this permit. Otherwise provide complete calculation and plan.
28. Provide more detail framing plan for the racks. What is the spacing of the truss at
mezzanine? What kind of framing between the truss? What is the bracket size for the
truss support? How the brackets connect to the column? What is the connection for the
web member of the truss connect to the chord? The location and size of the beams and
columns shall be identify on the plan .... etc.
29. Include the 25% increase in vertiGal loading for impact per Section 2237 .2
30. Recheck all connections on sheet 98-0021A as follows:
a) The rivet bearing capacity is only dtF~ = 0.406(0.07 47)65 = 2 kips.
b) Provide calculations for all beam to bracket weld capacities per Section 2330
(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"P3, where C = P1 + P2 + P3.
Carlsbad -98-195
2/4/98
31. Indicate the safety pin size and verify it is adequate for the 1000# load. Section 2236.1.
32. Recheck the base plate anchors as follows:
a) Check the transverse seismic for overturning with only the top shelf loaded with
the force acting through the center of gravity of the top load per Section 2237. 7.
b) IC8O approval number 4627 shows the-anchors can not resist wind or seismic
force. City will accept the anchors if special inspection was provided and 1/2
stress been used.
33. 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).
34. Provide calculation to shows beam 58 (what is the thickness of the angle?)and its
connection (68 (what is the size of 68?)and bolts(what is the bolt size and spacing?))
are adequate.
35. Is the column load consider the load from the truss? Please clarify.
36. Provide calculation to show the wed member and its connections for the truss are
adequate.
37. 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.
PLANNING/ENGINEERING APPROVALS
PERMIT NUMBER CB ?G-;q J DATE 2---( 2.-98
ADDRESS_2-D __ e_/ ___ F/4_~_b_A..,..v_A_C/. __ · __________ _
}
RESIDENTIAL
RESIDENTIAL ADDITION MINOR
( < $10,000.00)
TENANT IMPROVEMENT
PLAZA CAMINO REAL
VILLAGE FAIRE
COMPLETE OFFICE BUILDING
PLANNER -~-r 4...,.,~'N-~---------DATE _2-____,;;-{...;;..."2_-Y'~t}----__ _
ENGINEER _9> __ ··· . ..__, __ z__ __ { ____ DATE _?_-_(_C(_--_C'f_f __
C:\ WP51 \FILES\BLDG .FRM Rev 11 /15/90
City of Carlsbad
Fire Department •
98029
Bureau of Prevention
Plan Review: Requirements Category: Building Plan Check
Date of Report: Friday, February 6, 1998
Contact Name W.T. Billard
Address 10261 Matern Pl ------------------
City, State Santa Fe Springs CA 90670
Bldg. Dept. No. CB980195 Planning No.
Job Name Callaway Golf/Racks
Job Address _2_0_81-----'--Fa'-'-ra-'--'d_;_a..,_y _____________ _ Ste. or Bldg. No. _____ _
D 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.
~-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
CFO Job# _ _.:__98-'--'0---'--2--"--9 __ File# ___ _
2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121
City of Carlsbad
Fire Department
General Comments:
Date of Report: Friday, February 6, 1998
Contact Name W.T. Billard
Address 10261 Matern Pl
City, State Santa Fe Springs CA 90670
•
98029
Bureau of Prevention
Bldg. Dept. No. CB980195 Planning No. _____ _
Job Name Callaway Golf/Racks
Job Address 2081 Faraday -----------------Ste. or Bldg. No. ____ _
provide tech. report for racks.
2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121
BY -----_9. __ 9.!jf\!';jlA~----
DAlE1 ~ _____ 1_-,\3,-98 ,--
~ ' SUBJECT.. _ ......... ·-
RACK DESIGN & ENGINEERING CO.
. -·· ., .... ~786_ LA CRESCENTA AVE., S_UITE 204-
GLENDALE, CA. 91208
TEL:(818)957-2980 FAX:(818)957-8603
SHEET NO. i
JOB N-o:·· · -RD-2908
STRUCTURAL CALCULATIONS OF "INTERLAKE"
STO~AGE [IR~QK,~ FOR: ,,,u, ·1:, ,,
CALAWAY GOLF
2081 FARADAY AVE.
CARLSBAD, CA. 92008
., J': !!!
PER UBC 1994
i Pl I ti ' I r1 •1;1 •'';,
EDITION
SEISMIC DESIGN OF RACKS BASED ON:
650 #/LEVEL AT TYPES "A" & "B"
1500 #/LEVEL AT TYPE "F"
, ' : \!! ...... ·: ',
REF: CALCS. 1 TH'RU 6
DRAWINGS: RD-2908
SH. 1
j j'j I fl ' I I• •1;1 ·'';.
, .. 11••1:, ,.
,.1,1•1:, A
BY ......... q ..... .9.HA~!.~.~···. RACK DESIGN ,& ENGINEERING CO.
SHEET NO... . 2. ......
JOB NO •... ~D~.2.~9~ .. DATE ..•.... ~.::-:.~.~.~.~.~ ...... .
SUBJECT .......................... .
i ;q. • 1 r,·1,1,•·;,
120·
r
·'';,
TYPE "A" FRONr VIEW
'\ j•: \!!
108"
PIN CONN.
TYP. U.N.O.
TYPE "F" FRONT VIEW
". I :
I
3786 LA CRESCENTA AVE., SUITE 204
GLENDALE, CA. 91208
TEL:(818)957-2980 FAX:(818)957-8603
r
120·
r
SID.£ VJEW _JYEE .~'.B" _ FRONJ .VJEW
42" 113485 BEAM
t .3/4" n
. =1 ~ X.-· ·-·-·-·-·--·-X
t=0.07"
.~
.SJfil .VJEW
1 500 # / LEVEL
750 # / BEAM
Ix =1.84
Sx =.85
Fy =55KSI.
.... u' ·t: . ~
M= 108"x. 75 K = 10.1 "t<
8
SIDE VIEW
"K
S -10.1 -.3t<.85 R-33
BY ......... Q ...... 9.HAN!.A.~ ... RACK DESIGN & ENGINEERING CO.
SHEET NO.. . ~
DATE .. , .... ~.::-:.~ .. ~.-:-:-.9.~ ...... .
SUBJECT ....................... .
3786 LA CRESCENTA AVE,, SUITE 204
GLENDALE,· CA. 91-208
TEL:(818)957-2980 FAX:(818)957-8603
JOB NO. . .RD.:-2-~9.~ ..
, 1·: 'OM •:
SEISMIC DESIGN
V= Z.I.C xW
Rw
LOiAC!>' PER1 COLWMN
TYPE "F" RACK 1500 # / LEVEL
P= 4x1 .5 = 3.0K
2
K W=.1-+3.0 =3.1
D.L. LL.
V= .4x 1 x2. 75x3. 1 = .43 K
'' : 8 1, . ... .. . . .
V= .4x1x2.75x3.1 = .57K
6
V= 2x.57 = 1.1 K
LON~'l'T. SE'ISMl'C i,-, .. ,,,
f-------f--· 17 K
.13 K
, ; : 1?.! ...
N I'-
,09 K
• f-------f--.04 K IN
i. Pl I 11 '\l•''iJ
5.9"K
1 o.s"K
2.2 "K
Z=.4
1=1
C=2.-75
Rw=8
.ZONE 4
Max.
Rw=6
W=D.L.+J..L
LONGIT. DIR. (MOM. CONN.)
TRANSV. DIR. (BRACED)
, .. u, ·1:, ..
BASE SHEAR PER COLUMN. LONGLTUDANAL DIRECTION
BASE SHEAR .. PER COLUMN TRANSVERSE .DIRECTION
BASE SHEAR PER FRAME. TRANSVERSE DIRECTION
10.5 "K
13.6 "K
2.2 "K
LOAD PER COLUMN
TYPE "A" RACK 650 #/LEVEL
P= 9x.65 = .2.9 K
2
V= .41 K V= .55 K
= .41 Kx30" M 2 6.2
W=.1 +2.9 ,,~·.'.toK
D.L. LL,
V= 2x.55 = 1.1 K
"I('
LOAD -P-ER COLUMN
TYPE "8" RACK 650 # / LEVEL . -..
P= 7x.65 = 2 3K 2 .
V= .33 t< V= .44 K
K " M = .33 x30
2 4.9
K W=.1 +2.3 =2.4
D.L. LL
V= 2x.44 = .88 K
"K
BY ......... q ..... .9. HA~ 1.~.f\! ... .
DATE ...•... 1.~~-::-.~.~ ....... .
SUBJECT .................. .
-----· --------
RACK DESIGN & ENGINEERING CO.
3786 LA CRESCENTA AVE., SUITE 204·
GLENDALE, CA. 91208
TEL:(818)957-~980 FAX:(818)957-8603
I
SHEET NO.
JOB NO.
4
RD-2908
COLUMN ANAL YSISi,·i ... ,. ,.-.J1 I'\: , ~
r ,. '1 [~-x
".I': l!!
A=.78
Ix= 1.19
Sx =.79
rx=1.22
KSI Fy =55
ly=.92
Sy =.59
ry =1.08
2 Fe=TT xE 82.2
(.KJ)2 .Kl -_J__2,_ -5 9 O rx -1.22 -·
.Kl= -92-=48 1 ry 1.08 ·
COM91Nl'ED S'TR'ESS·1 ·'RATIO
COMBINED STRESS RATIO
TUNNEL BAYS
rx
Fe> Fy
2
Fy
Fe~ 2;
F KSI
Fn =Fy (1-4f)= 45.8
Pa= t;2 = 18.7 K
3.1 K
"K .. ~I= t~t = 125.4 ' '"' ... p~ ·= 5.5 K. MCoL:= 16.5 j "K .
2.2
;a+ ~ax= i:~ + 1ti = 1.03<1.33
BASE PLATE
"K K
2.2 -(3.1 x3.5") = 0 ANCH. TENSION =
6.5"
ANCHOR SHEAR = ~ = .22 K
i. j!jl . ,2 1,•i,,••;,
USE (2)-1/2"¢ ANCHOR BOLTS
PER BASE PLATE, 3" EMB.
'\I': !M• •: •,
)
7 3/4"x5"x3/8"
BASE PLATE
~[ ,· .. ~:·: ~. : .. ·:-...... ~ ·-· .'::_3
... ",. . . ,._ ~. . .. ".... . -~ .
6"
7 3/4"
·.-.
_ .. ,..~ .... ---· ___ ... ___ _ 1, jl!J I
BY ........ 9.-.. .9.HAN ,I.A..~ ....
1-13-98 DATE, ..................... ..
SUBJECT ..
'!. l":
1,•1J,\•;,
RACK DESIGN & ENGINEERING CO.
3786 LA CRESCENTA AVE., SUITE 204
GLENDALE, CA. 91208
TEL:(818)957-2980 FAX:(818)957-8603
MOMENT AT BEAM CONNECTION
2.2+13.6 "K
M1= = 7.9
2
13.6+10.5 "K
M2= = 12.0
2
10.5+5.9 "K
M3= = 8.2
2
i ,ftl I • I 1•'!,! 1 •:,
USE 4 PIN CONNECTOR AT
1st & 2nd BEAM LEVEL AT TYPE "F" ONLY
AND 2 PIN CONNECTOR AT ALL OTHER TYPES
ALL LEVELS TYP .
. ,BEARING CAPACITY OF COL. HOLE
.5x:b9x1 .0i65 ~ 2:9 K ... ·.•·
SHEET NO.
JOB NO.
7 /16"¢ RIVET A = .095 Fy = 79 KS!
i jPj I
7 /16"¢ RIVET
ASTM A354-79
11·1,1 ·•·;
TH'K=3/16"
4 PIN CONNECTOR 'I • .,. ,,, .• •, '.
Va= .095x79x.4 = 3.0 K
7 /16"¢ RIVET
ASTM A354-79 TH'K=3/16"
2 PIN CONNECTOR
5
RD-2908
Ma = 2x2.9 K x4"x 1.33 = 30.8 "K Ma = 2.9 K x4"x 1 .33 = 15.4 "i<
CONN. CONN.
BY ... G. OHANIAN
1-13-98 DAT.E ,_ ........................... .
RACK DESIGN & ENGINEERING CO.
3786 LA CRESCENTA AVE., SUITE 204
GLENDALE, CA. 91208
TEL:(818)957-2980 FAX:(818)957-8603
-< '
SUBJECT ......................... .
TRANSVERSE SEISMIC
TYPE' ''B;' SINGL!!: RbW I•., ... ,,
K ~ Mor= .88 x210"x.6= 110.9
MR = 3.0K x48"= 144.0 "K
NO UPLIFT TWO 1 /2"¢ ANCHOR BOLTS PER BASE PLATE OK.
'\ i !
LOAD TO DIAGONAL
K p = 1 . 1 X 60 = 1 .37
48
KSI Fy =55
• I r•''J ••;,
l=.07"
A=.3·ti¢
rx =.486
Q=.74
L= 60" SEC. A-A
Fa= 9.87
K Pa= 3.10
'\ I :
KSI
CHECK WELDS
1 /8" WELD 1" LONG EACH SIDE (2" TOTAL)
K 2x.125x.707x70x.3 = 3.6
1 Pl' • I f,•1;1,1•:,
..-====-a.=¾-=lr,
I
'---------"c------lt-J
lYP'>--~~
1/8 ,·
SEC. 8-B
SHEET NO.
JOB NO.
, .. 1v•1:, ..
,,,U1 '\ i • ~
6
RD-2908
Sales
Service
Rental
Parts
Repairs
Maintenance
Design
Engineering
To: John Milbrandt
Carlsbad Bldg. & Safety
2075 Las Palm.as Dr.
Carlsbad, Ca. 92009
John,
Jan.27, 1998
Attached are the additional drawings and calcs for the
Callaway Golf storage mezzanine that we talked about on 1/27/98. I submitted
the rack storage plans on Fri. 1/23/98. (see attached copy of application). These
additional drawings need to be forwarded to Esgil and also to Carlsbad Fire to
be included with the rack storage plans. The valuation of $620,000.00 includes
the mezzanine. Please call me if there are any problems @(562) 944-8067 x288.
Thank you for all your help.
W.T. Billard, Inc.
Jo han McCa:ffrie
W.T. Billard Inc.
10261 Matern Place, Santa Fe Springs, CA 90670 • Toll Free 1-800-982-2444 • 310-944-8067 • FAX 310-941-7907
MATERIAL HANDLING SPECIALISTS
BILLARD
.· Fax Transmission
Sala Page 1 of 14-
From; J oN M~ F,-A..l la
(909) 930-9399 ext. 7'21
FAX (909) 930-5966
Ii .. •• =-==•n
W.T. Biltar~ Inc
1521 South Vineyard, Ontario, Ca. 91761 '1·800-772-8158 "'(909) 930-9399
. FAX (909) 930.5966
i "3:DVd 996!,; OG:6 606 m!V'1'118: .l.M. 9 S: : 2: i (NOW) 9 6 . S: 2: ·g:;r,:!
• 02-22-1. ·399 el:2: 29~M F~CIM SI:: I iM l C TO 15629461462 P.10
SEIZMIC PRQ~iCT ____ C~A~L~lA=W"!""'A __ Y __ GOL __ F ______ _
LOOI TECH ~NC. INC. FOR ______________ _
MATERIALHANOUNG ENGINEERING
8 ;19 Sf+EET NO. ______ Of ___ ....-__ _
ce.LwL.A.tED av E.Y. · DATE 2-2~-1998 TEL! (909)869-QfSf • FAX: (909)869 .. 0981
161 ._TLAN'nC STREET• POMONA• CA 917f8
LONGITUDINAL ANALYSIS ;TYPE PICK . 1 ' I · · 'THE· ANALYSIS· IS BASE£> ON THE· PORTAL METHOD1. W!'EH iHE:POINT·OF CONTRA FLEXURE· OF THE ·· :
COLUMNS ASSUMED AT Mm-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWtST PORTION, WHERa
.. THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE·OONTRA FLEXURE IS ASSUMED TO·oicCUR :
. CLOSER TO THE BA$E.(QR ATTHIS SASE FOR PINNED CONDITION, WHERE T1"4E SASE PLATE CANNOT i
CARRY MOMENT). .
Vtong ~ 2 * Vcol •
Veal=
236 lb.
118 I b.
F 1 a
F 2 =
F3=·
1 lb.
7 f b,"
· 3 lb.·
F6• 23 tb;
F 4 a 65.l.b.
F 5 = 20 lb.
BASE P·RO\/t·DE PARTIAL HXLTI'..;.SfE..·BASE Pl:..A7C~SHT.
Mbase = 1 596 In.lb.
Mupper + .Ml ow er· ... Mconn~R ~-+ l.\''tcOMt'
Mconn'R' .. a.Mconn1l'. , ,
Mconn * 2 • Mvpper + Ml ow er
Mconn e [Mup~r + Ml ower]/2
· B ~LIi EiG: . .EQB ~S ON COLUMN · ..
sec;:r10t AXIALLQAD. MOMENI Mcgnn , 1420 1596
2 1370 1289
l-4~-·
11·80 1598 1S.31·.
3 189.9.'. 4 1130 2200 1769 s ' 380. 462:. 443 6' 190 .. 24&·
Fli:13. 22 ''ile (SUN) 14;:SQ COMMUNICATION Ne:60 PAGE. 10
I
~. j ~ --,. .. , ..... _. ''
lllJ.R
z ·:aovd 9°96fi 0~6 606 mP111 rn J.M. gi:;: z i CNowl 96 . s:z ·s::a.i!
·02-22-1999 02=29PM FROM SEIZMIC
MA-rERfAL HANDLING l!NQNl:ERJNG
TEL: (909)869-0989 • FAX: (909)869--0!l81
161 Alt.ANTIC STREIT• POMONA• CA ~17fl
COLUMN ANALYSIS ;TYPE 'Pl CK.
m 15629461462 P.11
PROJECT.,----=-C~A!".!!L~LA'!!!!!"!"W"!!"A __ Y_G_O __ L_F ________ _
tOGI TECH l NC.· POlt. ____________ ~---
SH-i:ii;r· Nil,, ___ S_·_· __ OF·__,;_ __ .;,..1....;;.'9 __ _
CAJ..C.UJ.A.TED av __ E_.Y_ • ..___ DAT~
i
2-20-1998
' COLUMN ·IS ANALY:ZED·PER AISI COLD,,FORMED· SIEEl. DESlGN.. MANUAL.
Pmax • 1,420 lb. Mrnax • l.596"in.lb.
Kxlx/rx c 1.Z * 28 / 1.282 • 26.2 ~ GOVERNS'
Kyly/ry = .8 * 42 / 1.472 ... Z2.8: .
Cc • (2n12E/Fy)1.5 ·:
• 107;0 .,
SINCE Kt/r. ¢:! Cc, ..
Fa a .522Fy-[(kl/r"Fy)/1494]12
• 251331 psi.
fa = PmaxiArea
llil 1,060 psi I
ft> = Mmax/Sx
• 1-,088 ps~.
ra/Fa =.0,;04· · .¢:it,15
fa/Fa+fb/Fb <111 1 .33
Fb • .6* Fy !!!!! 3Q,OOO psi.
fb/Fb = 0.04
COMBf NED STRESS = 0.08
996!'.; OG:6 606
S~CTI or~re-&tff RTl!ES ' .
Am 3" ~ B •. 3'~
C"" .7511 ; D= 1.625"
E !!!I! .75" i',/Vt. ~ O,,f .
tl ::: .089711 ! t2 -.0897"
ff9i• ~.339 .. "'21 •
Ix• 2.2""4 i Jy -2.~02""4
Sx -l . .lf'.i7":A3 ! Sy'= 1. 21 5 "Jl.3
rx • 1 .282'' i ry • 1.472"
!
T
421"
.t
42" ·+
hsYi"w
SEllMIC
INC.
MATl;:R,IAl. HAJ\a.lNG ENGINEERING
TEl.: (909)86~0989-·• FAX: (909)869-·0981
161 ATI.ANTIC mtEET • POMONA • CA 91768
COLUMN ANALYSIS =TYPE PlCK
TO 1502946.1'462 F'.12
PROJ~CT_---:-CA--=--,,L,.,,..LA=W..,,..A_Y_GOt._,,.._F.,.._,;. _____ _
LOGI TECrt I NC. F+.>R·----------ioa,,.-.,..----.....
SH-HT NO ___ l_0_·· __ Ofi-~---'1_-9 __ _
CAJ...cw oTE_o sy· __ E_.Y_ .• _. -~ o.AT, __ 2_-z_o __ · .. _. 1 ..... s_g_a_
COLUMN IS 'ANAL YZ£D PER AISI· CO~O-FORMED Sl'EEL. DE-SIGbi:.MANl;IAL
Pmax !!!!! 1,130 I b. Mmax = Z,201 in.th. .
Kxl x/rx = 1 .2 * 41 / 1.26 • 39.0 "*" GOVl:lffls· ·· ·
Kyly/ry-.8 * 48 / 1.106 '-'" 34]
Cc·'·= (2rri2E/Fy)l~S
• 107.0·· ·
S.lN.CE Klfr .. -<:= Cc~
F• = .S22Fy-[(~l/r*Fy)/1494]12
~ 24,392 psi I
fa = Pmax/Area
a T ,284 psi.
ft; = Mtnax/ Sx
• 2,361 psi-.
f.a/.Fa =-0.05 , , · -o:.~ -5 ,
f.a/fa~fb/Fb ~ 1..33.
Fb = .6*Fy .= 30,000 psi.
fb/Fb:;::: 0.08
COMBINED STRESS• 0.13
r.-A··-H .
=: IE 2-~ :: 1
' . . . . ' ! ., . .
B
: ! ~--
..
!
SECTroN PRPP'ERn:1:s ·
I A-·3"· .. ; g._.31r. c-.1s" : o .. o•~
E·,;: 0" , Wt= 0# ·
t1 ... 0897'' : t2 • O"'.
• Area a .~8A"2 .
Ix= 1.39811/\11.I, ly • 1.()77""4
Sx'iu .9!121118· ; Sy• .605""8
rx -1 .2G" : ry -1 .~06" I •
PlwVfcw
'
FE:8. 22 ' 98 (SUN) 141:91 COMMUNICATION Ne, (iQ PAOE. 12
,, ·:a:ovd 996!:i OG:6 606 0"8:V'1'1 IS: .I.M. 6G:: Z t (NOW) 96 . G:Z ·g3:.,i:
02-22"'.',1996 02=::3ePM FROM. SEIZMIC TO 15629461462 P,13
PRoJEcT __ cA_LL4_W...,,'A_Y_GOL ___ F....,..... ____ _
LOGJ TECH 1· NC. FOR-______________ _
sttf:E"F NO. ___ ,_. 1_A __ Oli ___ ,_, 9 __ _
MATERIAL HAto..lNG l!NGINEERJNG
iEL: E989)869· 0989-• FAX: (909-)8.69,,,G981.
1G1 A1LAN11C ffl!ET •POMONA• CA 91768
CALCULATED BY E.Y. .a.ATE 2-20-1998
BEAM ANALYSIS :TYeE.PICK .
· BEAM TO COLUMN CONNECTIONS -PROVIDE· ABEQ.UATE ·MOMEha:.CAPAm'Y .. TO STABll2E·T.l:tE;SVS"l'EM,
ALTHOUGH IT :ooES NOT PROVIDE 100% FtXITY. THUS, THE BEAMS Will BE ANALYSED ASSUMING ·
' ' TH!Y HAVE PINNE:O ENOS. t=OR THE· COMPUTATION-OF BEAM TO COL, MOMENT CAPACITY, THE
PARTIAL FIXITY OF THE BEAM,{ASSUMl:D AT AN ARBITRARY 254>fi OF THE FIXED END MOMENT OR
2,000 in.lb. WHICH EVER JS SMAL:l::.ER) WIU. B£ ADDEe,:
I act• 60.0 in.
l·max = [1950 + 120tl{M1:/M-2)·J,/Fy
SINCE Ml /M2· = 1':0 '
'' t:;;22~~
.,
!max .. = 3150.*b/Fy = 1S8·•·n; T: ~ ' 1.625"
SlNCE lmax.> l.actFb • .60F.y. • 30*.000 ps.l.
MAXlMUM STATIC LOAD PER LEVEL DEPENDS.ON
1) BENDING:CAPACITY
9-~" l t~ ,0747 in,
. j_
M = Sx* Fb • wf 12/'ts
• 208801 nJ b.
CAPACrTY = 2(8*M/J'*1 :·1·zs) ='4949Ht Sx -0,696 in.A3
2) MAXI MUM ALLOWABLE ·OEFi:.ECTfON.:.(:L./1-80). PA·RT~AL'. F•XITY1x. • l .303 ln.A4.
6-.=,0~S625w l 14/. 48EI
CAPACITY== 2[(48EI )/(0,.56,?5* 180*1 'Z)J = t01.2Sl.b.
MAXIMUM STATIC 1..0AD PER LEVEL IS 4,$49 lb.
ALLOWABLE AND ACTUAL BENDING MOMENT AT E;ACtf LEVEL
Matatti<i • wl~t&-.1~5wr"V12 • Ll.(f/(2* 8) ... T25r/(Z* lZ)J MlflON{static) • Sx * Fb
Mlmpact•·h1-·25*Mstatl·fl Matloiv(seismlc) ... 1;3,3,.. Sx *· Fb·.
Msel s ml c a:: Mconn (SEE LONG. ANAL 'r'S'f S) '
LEVEt Mstati ¢ Mi mpact ' Mattew '. Msei·S·mk: Mal'toW RESULT
1
2
3
4
5"
6
0
962
962
4812
~812 ·
4812
,.usMt;t.tt11o (s.tatic) (seismic).
0 20879 t442 27839
108·2·· ·208?9 1531· 27839 ·
1082 20879 1899 27839
5414 20879 1769 27839
5414 20879-" · 443" 27839" ·
5414 20879 211 27839
FEB. 22 ' ~e (BUN) 14: :!l 1 OOMMUNIOATI ON No: ~0 rAOE. 1 :!I
GOOO
GOOD
GoOD
GOOO'
GOOD'.
GOOD
!o '3:fJVd 996!. OG:6 606 CTYV11I'a l.M Ot>=lt (NOW) 96. G:?: ·s::a:.d:
02-22-1998 02:3~~M FROM SEIZMIC TO 15629461462 P,14
MATERIAL. HANDLING ENGINEERING
PAOJECT_...,,..C-=A=L.LA.==W=--='A=Y.,......,......G-=OL.,_,F....,...,. ____ _ LOGI :-T!ot,: 'ffl(:. ' : FOR: ____ --=-::-:::-----.__ __ ,...,,,.. __
SHEET·NO: l l B. OF__._: __.~1_1·9-,,~_.
-r1:t..: (808) eea.oeea • FAX: (9Qil aa9-0981
181 ATLANTIC AVENUE• POMONA .• C.Pr-9,1788-.
E.Y. . : Z-20-199a CALCULA"(ED ev _____ DAT£i c;,
I !
STEP.~ WELD SECJIAN.PBPPERIIES ·
Fy!I! .50,000 PSI
tweld*•. 0, 125 IN
* Toffm Tweld " 0. 7071
WELD SECTION PROPER'TlES
0.125 INCH ffllCK. TYPE "A1 WELD
AREA-I0,47'S IN'•Z , . I
Sx•f 0.214 INA4 I S,983 JN-1.6
WIDTH Hl:IGHT
' 0,0000 IN OaOOOOlN
z 0,0884 IN 3.5000 IN
a Q.0000 IN 0,0000 IN
4 0.0000 IN 0.0000 IN
s 0,0000 IN 0.0000 IN
Q Q,0$84 IN 1,87$Q IN
Y-BARELEM.
0.0000 IN
\.7500 IN
0,0000 IN
0.0000 IN
0.00()0 IN
o.11a1.s 1N
!A~
~EE~c-r1~= 51ocrigr:ii es~w. ma. HA5E MET&.
ELEMENT WIDTH HEIGHT V-BAR ELEM.
1 0,0000 IN O,OOOOIN 0,0000 IN
2 0,0747 IN 3,5000 IN 1,7500 IN
3 O.OOOOIN 0,0000 IN 0.0000 IN
4 0.OOOOIN 0,0000 IN 0.0000 IN
s O.OOOON 0.0000 IN 0.0000 IN
6 0.0747 IN 1.8750 IN 0.9375 IN
IAREA•
I '
BAS£ MET AL SECTION PROPERTIES i
0,07S INCH THICK, TYPE 11A11 WELD ;
AREA=IO.4O2 INA2 I ,
Sx•IO. 181 INA4 I 7,224 IN-LB
A.REA
0.0000 INA2 it;,.,',:'/, -' 0.O~fN-'•4
0.3094 lN112 0.3407 lN"4
0,0000 IN"2 O,OOOµ IN"4
0,0000 IN"Z o.oooe INA4
0.0000 JNA2 ;1;,;,r;,,,,~1,,·,w .. :;\,-j,i~;,,:;:,; 0.0000 INA4
l•l•l•l•l•"lYI• •l•i')l•)l•"l~I• I• ~l•,•~J 1~,r,1,1o1or,)1,\11/11•1')/'1)1l"1I r, ,1-1,\"~"1 0.094 JNA4 0 16~7 INA2 ,:,,,,t"'"'"'' '''''''~1-~-~-"·"' • • i",•,11 IIIIJl'llilit It ifi,JlrlJ ·~--llh\~I
0,47~1 INA? l,c .. 0.4351? INA4
y bar-1.467 IN
AREA
0.000 INA4
0,2615 INA2 0,287~ INA4 I
0,0000 INAl o.ooop tN"4
0,0000 INA2 o.ooob IN"4
0.0000 INA2 O.ooob INA4
0.1401 INi\2 0,0802 IN/\4
0.4015 INI\Z Ix-0.3681 tNr-4
ybar-1.467 IN
F~a. ~2 • ~a !BUN) 11:,2 COMMUN'lCATION Na :~0 PAOE. 14
9 ·::rovc1 996S OG:6 606 CI'!:IV11!8'. .lM Ot:r=?::t (NOW) 96. G:?:: ·e::;r.,i:
02-22-1~98 02=31FM FROM SEIZMIC TD· l:56294oloffi2 F,15
'
PROJEOY __ C--=A-=-LLA,....-.-W_'AY,,..._G""l"!OLF _____ -.....,_
FM·_. __ t_OG1 ___ , ___ -::-:ff:;.--Ot_·. ,_·:t_.~_. __._ __ ......,,.. __
'' MATERIAL HANCL.ING. eNGINe!FUNG-
i 2 'i:§.,
SHEET NO, ·---.---OF'....;,.--.-----
cu• •'TED BY E.Y. , 2-20-1998 TEL: (908) 869-0989 • FA><; ($0$) etffl·0861
1#31 ATLANt"IOAVENUE • POMONA• OA·917f.ia····
CAL '-"'-____ OATEj.........,..-""""-__ _
I
BEAM IQ COLfJtt1~ CONNECTION;
Mconn• ( Mlower + Mupper )/2 + Mend
Mups:>er 1
~:
· CAPACITY OF CONNECTOR;
Mc:onn "L"
al SHEAR CAPACITY OF 7 /1 6n DIA. STUD (
A• .4375A2n/4 • . 15 "A.2
FY• 50,000 psi
Pmax•3000#
.bl PURING QN CQWMNi Mlower '
I
t•.09 min Abr9.•t.,. D
-.4375 * t
Pmax brg.• A * F
• ,437St '*Fu
Fu .. 65000psi i:rL
J ~
$b1'4d,ket -. 105 11'1,
' '
=25S9 # < 3000#
~ MOMt;NI CAPACITY OF BRACKET!
Meapa-s 1r Fbending
• .1 05 * .66 -111 Fy
C-Mcap/.S • i .667 Pi
Pl= Mcap/ .835
= .083 Fy • 3486# > 2559#
SINCE BEARING GOVERNS P1 •2559#
Mconn. ~p.11111 P1*4.S + P2*2.S + P3*.S
==5.95 * 2559
=15226 11#
C • Pt ,.. P~ + pg ;
C -P1 + Pl (2,5 I 4,15) + Pl~(.5/·
C • 1.67 P1
i
i ; Sb~ack11t ..,.: • 1 OS
1-~/611
i.
C • Pl + ~2 • P3 ;
C -P1 + P1 (.5 / 4,S) + P.1*(.5
C-1.67 P1
P'H, :22 1 U !S!JN') 14dl2 C01'0tWNICATION th:60 PAG!, 15i l ·aovcl'. 996!:i 0(;6 606 aYV11 II:! .LM it,,: l t (NOW) 96 , (;l "l:l'.3.!i
'02-22-1999 132:J1PM FROM SEIZMIC TO 15629461462 P.16
PROJECT __ C~A.~L __ LA~W~A __ Y_G __ OL ___ F_...,.....,.. ______ _
LOOI TECH t·NC. FOi, _________________ _
MATERIAL HANDLING ENGl~tNG
IHEET N-0·._ __ 13_,_· __ OF-~ _ __,_1.;:_9 __
2-20-1998 TEL: {909)8&&-0989 • liAX: (909)869-0981-·
Hi1 ATI..AN11C STREET • POMONA • CA g1 '16B
CAl.t;UI..A"ffD 9.y_...;E;.;..Y.;..;..'--DATi
IBANS~ERSE ANALYSIS : BBii'ctNG :TYPE P'fC.K
IT IS ·ASSUMED ·THAT THE ·L8WER-PANEL -RFiSISTS. Tl-IE ·,F.a.AME.,Sl::IEAR iN TENSION-ANO ' · . :
COMPRl!SS!ON, IF HORIZONTAL ANO DIAGONAL MEMBERS ARE THE SAME, ANAl,.YSIS WILL ie DONE·
ON TM~ DIAGONAL MEMBER AS rr WJLL GOVERN. '
DIAGWAt BRACIM3 ~ COMPRESSIOO MEME{E[{
L di ag. :m [(L· 6)'2-t{D-2'* Bcol'Y2J':s:··
• 84.8
Vdtag·=Vtr·ans··* tdi ag: /.·o ..
• 34,1#·· ·
kl/rml.n ~ [ 1 * 64.8 .]./ .422.
= 153.7
Fa •[12fl '2E]/ [23(kl/ 1')12]
= 6313 psi.
fa/Fa •Vdiag/(Area*Fa)_
= 0.20.
J
L-= 42"
J_. '
'
'
'
DIAGCHALANO
HClU ZCNTAL BIVL1 NG ;
r-w----,
1 Area-·.209 ""Z · : rmln• · .422 "
' t-.0747 "' . H , Wm'. 1 11 ·J_, H-·-1.3'75 u.
I
FEB. 22 '98 {SUN) 14:92 CO~UNICAT!ON N~:60 PAO~. 16
9 ·:;rove! 996E 01:;:6 606 ClYV'1'1 IS: .lM. tt,: l t (NON) 96. S:l ·s::;r.il
TO 15629461462 P.17
SEIZMlC PROJECT __ C_A __ LLA_W_A_Y_GOL_F _____ _
rOR ____ LOG_l_T_E_C_H_·1_·NC_·_. ·-------INC, 14_·· 19 SHEET NO. ______ 01= _____ . __
MATERIALHANDUNG ENGINEERING
Tl;;L; (909)869-0989 • FAX: (909)869-0961 .. CA'LCUl.ATID BT · E.Y. · · .DATE 2-20~ 1998
H31 A,,_.A.NTIC STREET• lllOMONA • tA 91766 '
OVERTURNING :TYPE PICK
· ·ANALVSIS·CF 0\/eRTURNING"WILL BE BASED ON.$ECTION:22·:37.7-, 1· OF TI-IE 1·994 tJnJform Building·· ·
O:m.
fULLY'LOAQ;O
TOTAL SHEAR = 315 lb.
Mot -Vtrans-•· ht·•· 1'·. 1·5
... 3,,,5. * 1·46 * 1-. 1 .. S,,"
= 46087 ln-.1 bi
Ms't ;:; I (Wp+.85w DL) ~ d/2 ..
• ( 2240+.85 * 600) * 60/2
= 67200 in.I b.
Pupl I ft ;:; , (Mot -Mst)/d
Puplift •0 NOOP'llFT
roe· SHELf 'LOI\DED
SHEAR~ • 44, i .. b.
Mot .. •Vtop.* h ¼ 1.1..S .
= 44 * 165 * 1.1 S
• 8349 inJb.
Mst = (Wp+w DL) * d/2
• ( 280+,85 * 600), * 60/2
tl:.i s40·0 f n.l b~ ·
Pupl i ft · = 1 (Mot -· Mst)/d
Pupl If t <',IIK. 0 NO UPU F::r ..
USE 2 ea. 1/2 x 2-1/4 MIN. EMBED. ANCHOR.
~ 60".-A'
CAPACtTYOF 1/2 x 2-1/4 MIN. EMBED.;;; 550 lb. PULLOlIT & 1810 tb. SHEAR
COMBINED STRESS 1 = 0 / t 1 ocr :+: TS 7 /. 362'0 = 0.04
COMBINED STRESS2. •·0-/·t't00"'+ Z2 / 362&= &.01
FEB. 22 '~8 (SUN') 14:!l!I COMMUN!CATION No,60 F.A.Oli:. 17
6 ·:;rovd 996S 01';:6 606 m:!V'I'1 It! .L.M Zt,: l t (NOW) 96 . r;:z ·,rnd
, ij2-22-1998 02=32PM FROM SEIZMIC
MATERIAL HANDf.lNG £NGINEERING
TEL: (909)ij69-·0989 • FAX! (909-)869--·0981
H1 A'TLANTIC STR!ET • POMONA • CA 91788
BASE PLATE ;TYPE Pl CK
TO 156~61452 P.19
'PROJEC"l'.-------,-C-=A-:::-L-:--LA.,....._W_~_Y_GOL __ F ______ _
t<X;I ·TECH tNC~ ~o~---------------s++EE"F•Nf> •. ___ 1 s_._. __ Of ____ , s __ _
cA.Lcw ·,nEo av __ E_.Y_. __ DA~ 2-20-1998
'
BASE PLATE Wll::.L ·BE ·ANALY!ED Wl:TH. i.ME -R~C'FANGUUR..SIAESS RESUL 'tiN8 FROM THE--V:eRTICAL.
LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb 1(IF ANY)._
THERE ARE-·3 CRITERIA IN OETERMINING Mb, T~·ARE-1-) MOMENT CAPACITY OFrH£:-e-A.5F PLATE~
. 2) MOMENT CAPACITY OF THE ANCliOR BOLTS, AND 3). Vh/2 (FU.LL FIXITY). Mb IS THE SMALLEST .
VALUE OBTAINED FROM THE 3 CRITERTa ABOVE. . : :
Pcol • 1420 f b. B = 7 in.
Mb= ·1 sge· in.I b.
P/A • Pcol/(D*B) = 25.35 ~i.
D = 8 in.
t,";,. 3" i· n.
MIS = Mb/((0*'B12)/6) • 24.43 psi.
f bZ == Zb/B* fb • 13.96 psi,
fbl •fb-fb2 = 10.47'psi. ·
Mbase = w b1'/2/2"= b1 '12/2'[ f'a + fb-1 ·+'.G7fb2]-
·Mbase·= ... ·90.3 +n.l·b.· ·
Sbase :;::; l "=tl2./6. • 0.0234. i n,J.3, . .
Fbase • .75Fy ~ 1 .33. ~ gGOOO psi ..
fb/Fb = Mbase/(Sbase• Fbase) = .10
ANCHOR TENSION .
.rMa·-o ·
T*d2--lMbase-,·.PcoJ*·b/2] ·
T-= Mbas.e/d2 .. ,. .. Pcol~b/2d2 .
T =· 134 lb.
t = .375 in.
bl -2 fn.
ra I t .1. t
fb··
FEB. 22 'ge (SUN) 14:SS COM'MU~ICA.TION N11160 :PAGE. 18
r .
' ~
. ~~1:
Ot '8£\VcI 996fi OG:6 606 CT'!:IV11IS: .LM zv:zt (NOW) 96. G:?: ·s:g,i
• 02-22-1~ 1:12:J2PM FROM SEIZMIC TO 15G2~461452 F.19
CALLA WAY GOLF · PR:QJE'l;T_. --=-LOG~l~T~E~C~H~, !"'!'NC~.-...__ ____ _
FOR-.-----~,_,,,,,_..._. _____ _
SHE.ET N0 ___ 1_6 ___ Or-.... ___ 19 __ _
MA·TERtAt HAl'O:ING ENGINEERING
TEL: (909)889•0989 • FAX: (909)869-0981
l 61 An.ANTIC .$"1REET • 'POMONA ... CA n1ss ...
'C'lllt:'COCRTI:'D 'l'JY __ . E_.Y_: __ DATE 2-20-1'.998 ·
SLABAND.SOIL.:JXPE.PICK ....
THE SL.AB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTIJRE OCCURS, IT WILL BE ·AssµMED TO
DJSTlWUTE THE LOAD OVER A LARGER''AJtEA.'.OF .. SQH::. ':AND HENCE, 'Wilt ACT AS 'A FOOTING.' ·
(a} PUNE;TURE .
P·max·==· 1..~4··ae:An LOAD-+,1 ~1 LIVE LOAD··
Prmax-= 1 .• 4. ~ Pcol. + 1.7 .* (Mot/d).,, ..
• 3,294 lb.
. Fpunct = 2*sqrt(f'c) • 89.4 psi.
Apt.met• [(w+t/2)+(d+t/2)r 2*t • 200.0 i n/Z
fv/Fv • Pmax/(Apunct*Fpunct) • o.rB·
Cb) $LAB TENSf ON
AsOit •Pmax/(1,33 * fsoHJ • ... 2.47" ft/2
= 356 h'r."l"'
t·= sqrt(Ason) a U&19· i,n,.
B :im,sqrt(wi-d)· +·t·= 12 .• S..i.n.. ·.
b. •-(LM .B)tZ.-. 3.2tn.
Mconc = wb-'2/2:;;, (l.33*fsoil*b'2)/(144*2}
= 47.1 Jn.f b.
scone• l*t'2/6 --4.17 in.'3
Fcone;;; 50 •sqrt(f'c) • zor~zs 'psT.·
fb/Fb • Mconc/(Sconc*Fconc) = 0.06
L __ .. ____ ....,,,.,
'
BASE Pt.AJIE
w iis 7 'i ri.
d •·&i·n~ .-
CQN&RE]I;
t =Sin.
f ~c .. 2000 -psi.
fill!..
fs • 1000 psf.
F:S:B. 22 '98 °(SUN) 14::S:!l OOJ.CMUNIOATION N~:GO PAGE. t!}
ii ·:;rovd'. 996fi 0!;6 606 mIV11 IS: .l.M. l'I>' l i (NOW) 96 . i;z ·s::;r..:
• 02-22-1999 a2:J3PM FROM SEI2MIC TO 15629461462 ~.20
PROJECT CALLAWAY GOLF
P I · U1Gi rmc«. FOR._...,_..,,...__._ ___ .. ________ _
SHEET NO ... __ ,,,,,1...,7.,.,,.,,..,,..,..__ OF· 1-S. MATERIAL HANDLING ENGINEERING
TEL.: (SOrt) 858-0988 • FAX:(~) 888-0881
161 ATLANf10 AvENue, POMONA· OA 91100-
O.ALOULA.TEDBY_'E_~Y_.'_ ... _ .... __ ,OATE· 2· 20 .. 1998
.!QQR§;
THEPURPOS50FTH!S ANALVSts-&T-OSHE>Wl-HA-"fTHEFOLLOWI NO HCRIZONTAL TRUSS IS AOEQUATE,
TO SUPPORT STATIC W51<iHT USING ALLOWABLE STReSS DESIGN (ASD). SEE FIGUFU: (A),
'' '
PtaBAMEIWi
STEEL -Fy = 50,000· PS,L .
BOLTS -A307 {when ~) .
SOOLBJFT
~~ . L} i·· J 28-3/S"'
· , . MAX UNSUPPOR-TED .
LENGTH ; 111-3/4ir
Figure A: Trlll'l~ltt Truss -Statio Fore& Summary
FEB . .i 2 ' ~a (SUN) 14: ~4 COMMUNICATION No:60 PAGE. 20
ii ·:mvd 996S OG:6 606 aYV'1'1Is: .L.M G:'i>=?:t (NOW) 96. i;:z·s:,r..i:
, ~2-22-1999 02!33PM FROM SEIZMIC
MAT5AIAL HANDLING E:NGINE5RING
if:L: (909) ase-osee • PAX: (~i) ~1
161 ATLANTIC AVENUE• POMONA• CA9-'J.768
TO 15629461462 ~-21
PRoJecr_c ... A_LLA __ w_'A_v....,GOL_F ______ _
lOSI tru-tJ.NC.
FOPI, ___ _,...,,"""'1""'8.-,., .... :rr,-....,. -----,""".9---
SHEET NO,._. ____ ,.,,...__,. OF "'!I "!111"1-1 ·L'!ll!IS E.f. . Z-c.v-;,;;;,
OALOULA.Ja> Etl-----DAtE------
HQBJZQNJAL IftUM SYIIJ=M ANAlY9ffHCQN;TINYE0
b0AP$ AND Dl$TSl8UTJQN;
TAUSS LIVE LOAO'.
rsussm:t;M QE;AP LDAQ;
TOTAL LOAD:
300 LB/FT
.. M+.MI'
Figu~ B: Fae of,HcrizoritaJ TluSS
M~ • wL11lY8 = (00.17 L.BIIN){l 11 , 75 IN}"'.218 = 45,535 fN•L8
C .-T • (MIC't)/(d) •'(46595 IN~La)1(1l'IN) = :t,.?SS.1.a .. ,
FEB. 22 '98 (BUN) 14:34 COMMUNICATION No!60 PAGE. 21
Si '8fJVd 996!:i 0S6 606 mrv11rs: .L.M st:o=zi CNowJ 96. sz ·s::;r.!I
> •
• 02-22-1998 02;3JFM FROM SEIZMIC TO
PROJecr __ c_A_LLA_w_~_Y_GOL_F,,......... ____ ........,.,,,,,,,.,.....,,.,...., Cm. l'.EO-t;.:fff(!:•,, iii WiiiJiiial II I FOR. ___ . _______________ _
MATcRIAL HANDLING. ENGJNEERING
Tet.: (909) 8§~ • FAX! (009) EIG9-0981
1ij1 ATI..ANTIC AVENUE• POMONA • CA 9176e
6..>c Q , lg-· Al!• •. l,9 ...
Q.--;ET,,N • ---------VI"'
OALCULATED.B.Y_E_~Y_. __ DATEi 2• 20 .. 1998
. HODJZQNIAb JBLIM §Y$T&M ANAL Y§I§ CCONIJNY§P)
JOP QOIIIPRES§IQN CHQRP;ATW,-191$;
t= 13ga • O.OM IN
Arn= o.es4 1NA2
r=0.6i,', IN
_;_~'."~:·Top-,-.,;:"°"'?-~ I
C"" 3,785 LB <=mi FROM PREVIOUS PA0~ ,, ,,
fQ • (C)/(Area) • (3195 La)/(0.e:34 IN-'2) a !,see PSI
Fy • ~.000 !5Sj
r(l<Ut)· Fy 12
FA· o.s~ • Fy -l 1404 . J -2a,7e4 PSI
fa/Pa• (588U P80,f22754 PSI) ;;: 0,2ft .c 1.M THEAEFOA! OK
·Fv"' 10000 PSI
F'~ll~W •·(FV)(Arta)(-4 t,Qtts,· .. · (1000!') PSl)(0, 1eG3.,fN.A2)(4 SOLT$)= 7852 l.B,
PmlillC • (29.17 L8/IN)(1 H':! IN)/(~ CONN) a 1634 LB
CQMMi.JNJCATXCN No,90 PA~E. 22
TOTRL F',22
1='El'I. :il:il ' iJS (SUN) 1-4: S4
996!. 0(;6 606 OYV'l'l IS: .I.M. (;'!,: l t (NO:Wl g 6 . (; l ·g3:.,i:
STORAGE R.ACKS
DRIVE-lN RACKS
CANTILEVER RACKS
MEZZANINES
Ca-JVEYORS
CAROUSELS
STEEL SHELVING
MOVABLE SHELVING
.STORAGE TANKS
MODULAR OFFICES
GONOO..AS
BOOKSTACKS
SEIZMIC
MATER I AL HANDLING ENGi NEER! NG
EST. 1985 •
CITY APPROVALS
ST ATE APPROVALS
PERMITTING SERVICES
PROOUCT TESTING
FIELD INSPECTION
SPECIAL FABRICATION
SEISMIC ANALYSIS
OF STORAGE RACKS FOR
CALLAWAY-GO_LF
CARLSBAD, CA 92008
#98-0021
APPROVED BY
SAL E .. FATEEN
1-23-1998
ALASKA
ARIZONA
CALIFORNIA
COLORADO
IDAHO
MISSOURI
NEVPDA
NEW MEXICO
OREGON
PENNSYLVANIA
UTAH
WASHINGTON
161 ATLANTIC STREET • POMONA • CA 91768 • TEL: (909)869-0989 • FAX: (909)869-0981
C!J°!f!O I
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
PROJECT __ CA_L_L_A_W_A_Y_G_O_L_F _____ _
LOGI TECH I NC. FOR _____________ ...:-..,;..
SHEET N0 ___ 2 ___ OF __ ---,-1_9 __
CALCULATED .BY __ .J._L_.L_. _ DATE_1-_2_3_-_19_9_8_
TABLE OF CONTENTS
DES CR I PTI ON PAGE#
COVER SHEET 1
TAB LE OF CONTENTS 2
SCOPE 2
PARAMETERS 3
CONFI GURA Tl ONS 4
COMPONENTS & SPECS. 5 -6
. LOADS AND DI STRI BUTI ON 7
LONGITUDINAL ANALYSIS 8
COLUMN 9 -10
BEAM 11
BEAM TO COLUMN 12
BRACING 13
OVERTURN! NG 14
BASE PLATE 15
SLAB & SOIL· 16
TRUSS ANALYSIS 17 -19
SCOPE:
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 FIELD WELDING.
MATERIAL HANDLING ENGlNEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA • CA 91768
PROJECT __ C_A_L_L_A_W_A_Y_G_O_L_F ______ _
LOGI TECH I NC. FOR _______________ _
-. 3 19 SHEET NO _______ OF ____ --'---
CA LCULA TED BY __ J_.L_._l. __ DA TE_1 _-2_3_-_1_9_9_8_
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. TRI BUT ARY AREA
2. BEAM.
3. BEAM TO COLUMN. ;-----/ ------------;
4. BASE PLATE.
" 5. HORIZONTAL BRACING.
6. DIAGONAL BRACING.
7. BACK CONNECTOR. TRANSVERSE
LONGITUDINAL
TOP VIEW
PROJECT __ C--.:'.'A_L_LA_W_A_Y_G_O_L_F ______ _
LOGI TECH I NC. FOR_~---------------
SHEET NO .. ___ 4 ____ OF ____ 1 _9 __ _
MATERIAL HANDLING ENGINEERING CALCULATED BY J.l.l. . DATE_l_-_2_3_-_1_9_9_8_ TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA • CA 91768
CONFIGURATIONS
TYPE I NT & EXT
5001b.
36" 8 ~ t=;::;::===5=0=0 l=b·=:::1
2f" 1=7::::::===::::::::::::::====l ,f-2401b.
2f" 1--6:===:=:::::::::===~ ,f-i---= 2401b.
f-11 45 240 lb. 2 4011 !==:=========I
sr l=;==:::::::::::::::::::====I f-5001b.
24" 3 :;je--t=::;:=====2=4=0 l=b·==t
26" 2 +-l=====O=lb:::::. ==l
2 II 1
L 'I 6011 --Jlk
TYPE PICK
2801b.
+-2801b.
24011 f-1,400 lb.
41" 4-0 lb.
~ 3 280 lb.
+-2 0lb.
1 2 II
L 'I 6011 L 'I
~ 4811 --k ~ 4811 --k
1
}-
}-
}-
}-
L
~ 6011 --k 'IL L 'I
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
TYPE I NT & EXT
SPECIFICATION
-MAIN STEEL 50000 PSI
-BASE SHEAR FORMULA= ZIC(wLL / 2 +wDL)/R
SECTICN AXIAL FffiCE
1 1,630 lb.
2 · 1,580 lb.
3 1,410 lb.
4 1,110 I b.
5 940 lb.
6 770 lb.
7 600 lb.
8 300 lb.
PROJECT __ C_A_L_LA_W_A_Y_G_O_L_F ______ _
LOGI TECH I NC. FOR ___ -,--____________ _
SHEET NO ___ S ____ OF ____ 1_9 __ _
CALCULATED BY __ J_.L_.L_. __ DATE_,_-_2_3_-_1_9_9_8_
L 'I 60"---~
lu = 6011
~ 48",r
MavtENT BEAM MavtENT
1,884 n.lb. 1,844 n.lb. <-stdccrm. 1,803 n.lb.
1,600 n.lb. 1,852 n.lb. <-stdconn.
3,173 n.lb. 2,699 n.lb. <-stdconn.
1, 175 n.l b. 2,324 n.l b. <-std conn.
1,009 n.lb. 1,242 n.l b. <-stdconn.
820 in.lb. 1,065 n.1 b. <-stdconn.
727 in.lb. 1,086 t n.l b. <-stdconn.
676 in.lb.<-stdconn.
TYPE I NT & EXT DESIGN LOAD= VARIES
BASE PLATE COLUMN BEAM
'V 'V 3x3x13ga 'V
7X8X.375 CQUMN STRESS =0. 17 3-1/2 x 2-1/2 x 14 g:i.(INCA)
M base = 1 884 in.lb. TO 2,J 3X3X13GA/1-5/8X13GA MAX LOAD/LEVEL= 4,949 lb.
BACKER STRESS =0.09 BEAM IS O.K.
OVERTURN! NG BRACING SLAB & SOIL
'V HORI lONTAL 'V DIAGONAL 'V 'V ANCHffi STRESS= 0.37 1X1-3/8X14 GA 1X1-3/8X14 GA PUNCT. STRESS = 0.28
# CF ANCHffiS = 2 STRESS= 0.08 STRESS= 0.18 BENDING STRESS =0.16
PROJECT __ C_A_L_LA_W_A_Y_G_O_L_F ______ _
LOGI TECH I NC. FOR ________________ _
SHEET NO. ___ 6 ____ OF ____ 1_9 __ _
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989·• FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
CALCULATED BY __ J_.L_.L_. __ DATE_1_-_2_3_-_1_9_9_8_
TYPE PICK
SPECI Fl CATION
-MAIN STEEL
-BASE PLATE STEEL
50000 PSI
36000 PSI 280 lb.
r--t-45# 60# ..
52# 280Ib. -ANCHOR -WEDGE TYPE 1 /2 x 2-1 / 4 MIN. EM ED. +--i=:;;::=======I 39# t----+
-FLOOR SLAB 5" X 2000 PSI. REINFORCED 24011
-SOIL BEARING PRESSURE 1000 PSF
-SEISMIC ZONE 4.
-TYPE= INTERCONNECTED UNITS.
-BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL)/R
f-11
1,400 lb. 1=;:======1
41"
+-i::::;::::====:i 0 lb.
3 ~ i:::;;:====
+--!:====
280 lb.
2 0 lb.
1 2 It
130# 174# t-_...,
7#
t--...
18# ...
2# L •
~ ,r-60"-f '1 L " 6011
--
lu= 6011
SECTIQ\J AXIAL F ffi CE MCMENT BEAM M Ov1 ENT
1 1,4201b. 1,596 in.lb. 1 , 443 in.lb. <-stdconn. 2 · 1,370 lb. 1,289 in.lb.
3 1, 180 lb. 1,598 in.lb. 1 , 61 9 in.lb. <-stdconn.
4 1, 130 I b. 2,201 in.lb. 1, 900 in.lb. <-stdconn.
5 . 380 lb. 463 in.lb. 2,207 in.lb. <-stdconn .
6 190 lb. 248 in.lb. 530 in.lb.<-stdconn.
299 in.lb. <-stdconn.
TYPE Pl CK DESIGN LOAD= VARIES
BASE PLATE COLUMN BEAM
-J -J 3x3x13ga · -J
7X8X.375 CQUMN STRESS =0.13 3-1/2 x 2-1/2 x 14 ga.(INCA)
Mbase = 1596 in.I b. TO 2-J 3X3X13GA/1-5/8X13GA MAX LOt\D/LEVEL = 4,949 lb.
BACKER STRESS =0.08 BEAM IS O.K.
OVERTURN! NG BRACING SLAB & SOIL
-J HORIZONTAL -J DIAGONAL -J -J ANCHCR STRESS= 0.04 1X1-3/8X14 GA 1X1-3/8X14 GA PUNCT. STRESS = 0.18
# a= ANCHffiS = 2 STRESS= 0.10 STRESS= 0.20 BEND! NG STRESS =0.06
PROJECT __ C_A_L_LA_W_A_Y_G_O_L_F ______ _
LOOI TECH I NC. FOR ____________ -,-__
SHEET N0. ___ 7 __ · --OF __ -_19 __ _
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA • CA 91768
CALCULATED ·sy __ J_.L_.L_. __ DATE . l-23-1998.
LOADS & DISTRIBUTION :TYPE PICK
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 UNI TS.
LONGITUDINAL DIRECTION
VI ong = .4 * 1 * 2.7 5 * ( 2240/ 2 + 600 ) / 8
Vlong = 236 I b.
Fi = V Whi/LWh
TRANSVERSE DIRECTION
VI ong = .4 * 1 * 2.75 * ( 2240/ 2 + 600 ) / 6
Vtrans = 31 5 I b.
Fi = V Whi /LWh
TOTAL FRAME LOAD= 2,840 I b.
24011 +-f-
41" -4-
~ +-2 II
~ 'I
280 lb. 45#
280 lb. 39#
1,400 lb.
0 lb.
3 280 lb.
2 0 lb.
1
60" ~ 'I
lu= 60"
1
}-60# ..
}-52# __.
174#
}-__.
7#
~ _.
18# ...
2# L •
~ 60"-,r
SEIZMIC PROJECT __ C_A_L_LA_W_A_Y_G_O_L_F ______ _
INC.
LOOI TECH I NC. FOR ___________ --'------
SHEET NO ___ 8 ___ . OF ____ 19 __ _
· MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA • CA 91768
CALCULATED BY __ J_.L_.L_. __ DATE_,_-2_3_-_1_9_9_8_
LONGITUDINAL ANALYSIS :TYPE PICK
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 =
Vcol =
236 lb.
118 lb.
F 1 =
F2=
F3~
1 I b.
7 lb.
3 lb.
F6= 23 lb.
F 4 = 65 I b.
F 5 = 20 lb.
BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT.
Mbase = 1596 in.lb.
Mupper + Mlower = Mconn'R' + Mconn'L'
Mc·onn'R' = Mconn'L'
Mconn * 2 = Mupper + Ml ower
Mconn = [Mupper + Ml ower]/2
RESULTING FORCES ON COLUMN
SECTION AXIAL LOAD MOMENT Mconn
1 1420 1596
2 1370 1289 1442
3 1180 1598 1618
1899 4 1130 2200 2206 5 380 462
C 530 6 190 248
F2 / 1
22 in.
)
SEIZMIC
INC.
MATERIAL-HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA • CA 91768
COLUMN ANALYSIS :TYPE PICK
PROJECT __ C_A_L_L_A_W_A_Y_G_O_L_F ______ _
LOGI TECH I NC. FOR _ _,_.. ____________ _
SHEET N0 .. ___ 9_-___ OF ____ 19 __ _
CALCULATED BY __ J_.L_._l. __ DATE : 1-23-1998
COLUMN IS ANALYZED PER AISI COLD-FORMED STEEL DESIGN MANUAL.
Pmax = 1,420 I b. Mmax = 1,596 in.lb.
Kxl x/rx = 1.2 * 28 / 1.282 = 26.2 <-GOVERNS
Kyly/ry = .8 * 42 / 1.472 = 22.8
Cc = (2rr 12E/Fy)l.5
= 107.0
SINCE Kl Jr <= Cc,
Fa =.522Fy-[(kl/r*Fy)/1494]12
= 25,331 psi.
fa = Pmax/ Area
= 1,060 psi.
fb = Mmax/Sx
= 1,088 psi.
fa/Fa = 0.04 <=.15
fa/Fa+f b/Fb <= 1.33
Fb = .6* Fy = 30,000 psi.
fb/Fb = 0.04
COMBINED STRESS= 0.08
~ A ~1
T
B
~ + ~ D
_t__
SECTION PROPERTIES
A= 311 B = 311
C= .7511 D= 1.62511
E = . 7511 Wt. = 0#
t1 = .089711 t2 = .0897"
Area= 1.33911 "2
Ix= 2.211/\4 ly = 2.90211/\4
Sx = 1.467"A3 Sy= 1.21 S"A3
rx = 1.282" ry = 1.47211
T 1
22" 42" !:==:::It
28"
t
42" +
Front View Side Vie\\
SEIZMIC
INC.
: MATERIAL HANDLING ENGINEERING --.
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
COLUMN ANALYSIS :TYPE PICK
PROJECT __ C_A_L_L_A_W_A_Y_G_O_L_F ______ _
LOGI TECH I NC. FOR ______________ _
10 19 SHEET NO. ______ OF ____ -__ _
CALCULATED BY J.l.l. DATE_l_-2_3_-_1_9_9_8_
COLUMN IS ANALYZED PER AISI COLD-FORMED STEEL DESIGN MANUAL.
Pmax = 1, 130 I b. Mmax = 2,201 in.lb.
Kxlx/rx = 1.2 * 41 / 1 .26 = 39.0 <-GOVERNS
Kyly/ry = .8 * 48 / 1.106 = 34.7
Cc = (2rr l2E/Fy)l.5
= 107.0
SINCE Kl /r <= Cc,
Fa = .522Fy -[(kl Ir* Fy)/1494 ]12
= 24,392 psi.
fa = Pmax/ Area
= 1,284 psi.
fb = Mmax/Sx
= 2,361 psi.
fa/Fa = 0.05 <=.15
fa/Fa+fb/Fb <= 1.33
Fb = .6* Fy = 30,000 psi.
fb/Fb = 0.08
COMB! NED STRESS = 0.13
r-A--1
__ ,, 21 ~= 1
B
_l
SECTION PROP ERTi ES
A= 311 B = 311
C=.7511 0=011
E = 011 Wt.= 0#
t1 = .0897" t2 = 011
Area= .8811"2
Ix= 1.39811114 ly = 1.07711114
Sx = .932""3 Sy= .605""3
rx = 1.26"· ry = 1.10611 •
l====lT 1
22" 42" =+ 28"
t
42" +
Front View Side VieY.
SEIZMIC PROJECT __ C_A_L_L_A_W_A_Y_G_O_L_F ______ _
· INC.
LOGI TECH I NC. FOR ______________ _
SHEET N0. ___ 1 _1 ___ OF ____ 19_· __
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
CALCULATED BY __ J_.L_.L_. __ DATE_1 _-2_3_-_1_9_9_8_
BEAM ANALYSIS :TYPE PICK
BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM,
AL THOUGH IT DOES NOT PROVIDE 1 00% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING
THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL. MOMENT CAPACITY, THE
PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR
2,000 in.lb. WHICH EVER IS SMALLER) WILL BE ADDED.
I act = 60.0 in. t--2.511
~.625'~ I max = [1950 + 12OO(M1 /M2)]b/Fy
SINCE M1 /M2 =· 1.0 --r::z=,:Z:::Z:::z::::JI ----I ,,
· I max= 315O*b/Fy = 158 in. 1.625"
SINCE I max > I act Fb = .6OFy = 30,000 psi.
MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON
1) BENDING CAPACITY
~ J_
M = Sx* Fb =wl I2/8
= 2O880i n.l b.
CAP A Cl TY·= 2(8* M/1) = 49491 b.
2) MAXI MUM ALLOWABLE DEFLECT! ON (L/18O).
ts= 5w I 14/384EI
CAPACITY= 2[(384EI )/(5* 180*1 12)] = 9111 lb.
MAXIMUM STATIC LOAD PER LEVEL IS 4,949 lb.
3.5 11
t= .0747 in.
Sx = 0.696 i n.A3
Ix= 1.303 in."4
ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL.
Mstatic= wl"2/8 = LIVE.LOO*L/(2*8) MallON(static) = Sx * Fb
Mimpact= 1.12S*Mstatic MallON(seismic) = 1.33* Sx* Fb
Mseismic = Mconn (SEE LONG. ANALYSIS)
LEVEL Mstati C Mi mpact Mal I ow Msei smi C Mallow RESULT
e
1
2
3
4
5
6
0
1050
1050
5250
5250
5250
1.125 Mstatic (Stati C)
0 20880
1181 20880
1181 20880
5906 20880
5906 20880
5906 20880
1442
1618
1899
2206
530
299
(seismic)
27839
27839
27839
27839
27839
27839
GOOD
GOOD
GOOD
GOOD
GOOD
GOOD
SEIZMIC
INC.
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 7/1611 DIA. STUD·
Area = .4375"2rrf 4 = .150 11"2
Fy = 50,000 psi
Pmax = 3,000#
b) BEARING ON COLUMN
Abrg. = t * D t = .0747 min.
= .5 * t Fu = 60,000 psi min.
Pmax brg. = Area * Fbearing
.= .St * 2.22 * Fu
= 4,975# > 3,000# .
c) MOMENT CAPACITY OF BRACKET
S bracket = .110""3
Mcap = S * Fbending
= .110 * . 66 * Fy
C = Mcap/.75 = 1.67 P1
P1 = .798 Mcap
= .0872 Fy = 4,360# > 3,000#
SINCE PLUG GOVERNS P1 =3,000#
Mconn. cap.= P1 * 4.5 + P2 * 2.5 + P3 * .5
= 5.94 * 3,000# *1.33
=23,778 11#
PROJECT __ C_A_L_L_A_W_A_Y_G_O_L_F ______ _
LOGI TECH I NC. FOR _______________ _
12 19· SHEET NO ...... -______ OF ______ _
CALCULATED BY J.l.l-. DATE_1_-2_·3_-_1_9_9_8_
Mconn.
r~ 1 5/8"
3"/ 1"eff. L .,...,...,...__
'-.__/
Mlower
BEAM TO COLUMN
CONNECTION
P1
P2
C
C = P1 + P2 + P3
Mconn.
'k
1"
2"
J r
2"
1/2"
= P1 + (2.5/4.5)P1 + (.5/4.5)P1
=1.67P1
Sbracket = .110""3
SEIZMIC PROJECT __ C_A_L_L_A_W_A_Y_G_O_L_F ______ _
INC.
LOGI TECH I NC. FOR ______________ _
SHEET·NO. ___ · _13 ___ OF ____ 19 __ _
MATERIAL HANDLING ENGINEERING ·
TEL: (909)869-0989 • FAX: (909)869-0981 -
161 ATLANTIC STREET• POMONA • CA 91768
CALCULATED BY J.LL DATE_1-_2_3_-_1_9_9_8_
TRANSVERSE ANALYSIS : BRACING :TYPE Pl CK
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+{0-2* Beal )'2]1.5
= 64.8
Vdi ag =Vtrans * Ldi ag. / D
= 341#
kl/rmi n = [ 1 * 64.8] / .422
= 153.7
Fa =[12n 12E]/[23(kl/r)12]
= 6313 psi.
fa/Fa =Vdi ag/(Area*Fa)
= 0.20
DI AGQ\JAL AND
-Hffil ZQ\JTAL BRACING
1
L= 4211
l
Area= .269 11 "2
rmin= .422 11
t= ,0747 II
W= 1 11
H= 1.375 11
PROJECT __ C_A_L_LA_W_A_Y_G_O_L_F _____ _
LOGI TECH I NC. FOR ______________ _
SHEET NO., ___ 14 ___ OF ____ 19.,...--__
CALCULATED BY __ J._L_.L_. _ DATE · 1-23-·i 998 MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
· 161 ATLANTIC STREET• POMONA• CA 91768
OVERTURNING :TYPE PICK
ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2237.7.1 OF THE 1994 Uniform Building
Code.
FULLY LOADED
TOTAL SHEAR = 315 I b.
Mot = Vtrans * ht * 1.1 5
=315* 146* 1.15
= 46087 in.lb.
Mst = L(Wp+.85wDL) * d/2
= ( 2240+.85 * 600) * 60/2
= 67200 in.lb.
Pupl ift = 1 (Mot -Mst)/d
Pupl i ft<= 0 NO UPLIFT
TOP SHELF LOADED
SHEAR = 44 I b.
Mot = Vtop * h * 1 .1 5
= 44 * 165 * 1.15
= 8349 in.lb.
Mst = (Wp+w DL) * d/2
= ( 280+.85 * 600) * 60/2
= 8400 i n.l b.
Pupl i ft = 1 (Mot -Mst)/ d
Pupl i ft <= 0 NO UPLIFT
c USE 2 ea. 1 /2 x 2-1 / 4 ~ Ml N. EMBED. ANCHOR.
.r / r-~·· 60#
}-/~ -~-~:--: }-___, ___.
~
. " .z.: "'. 18# __ ,..
L / ;;#
~ 60",r
CAPACITY OF 1/2 x 2-1/4 MIN. EMBED.= 550 lb. PULLOUT & 1810 lb. SHEAR
COMBINED STRESS1 = 0 / 1100 + 157 / 3620 = 0.04
COMBINED STRESS2 = 0 / 1100 + 22 / 3620 = 0.01
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869'-0981
161 ATLANTIC STREET• POMONA• CA 91768
BASE PLATE :TYPE Pl CK
PROJECT __ C_A_L_LA_W_A_Y_G_O_L_F ________ _
LOGI TECH I NC. FOR _______________ _
SHEET N0. ___ 15 ___ OF ____ 1_9 __ _
CALCULATED BY J.l.l. DATE_l_-2_3_-_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 = 1420 lb. B =7 in.
Mb = 1 5 9 6 i n.l b.
P / A = Pcol /(D* B) = 25.35 psi.
D =8 in.
b = 3 in.
MIS.= Mb/((D* B12)16) = 24.43 psi.
fb2 = 2b/B*fb = 13.96 psi.
f b1 = fb-fb2 = 10.4 7 psi.
Mbase = wb112I2 = b112/2[ fa + fb1 + .67fb2]
Mbase = 90.3 in.lb.
Sbase = 1 *t/2/6 = 0.0234 i n/3
Fbase = .75Fy * 1.33 = 36000 psi.
fb/Fb = Mbase/(Sbase*Fbase) = .10
ANCHOR TENS! ON
LM0=O
T* d2=[Mbase-Pcol * b/2]
T = Mbase/d2 -Pcol*b/2d2
T =-134 lb.
t=.375in.
bl =2 in.
ra 1 1
fb
T
~ iPcol
iPcol
t= I. IMbase
d2 ---:f" l d 1
dl J--
PROJECT __ C_A_L_L_A_W_A_Y_G_O_L_F ______ _
LOGI TECH I NC. FOR ______________ _
SHEET N0. ___ 16_. __ OF ____ 19 __ _
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET• POMONA• CA 91768
CALCULATED BY __ J_.L_.L_. __ DATE_,_-2_3_-_1_9_9_8_
SLAB AND SOIL :TYPE PICK
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 LI VE LOAD J _./'
Pmax = 1.4 * Pcol + 1.7 * (Mot/d) /'r
/ = 3,294 I b.
Fpunct = 2*sqrt(f'c) = 89.4 psi.
Apunct =·[(w+t/2)+(d+t/2)]*2*t = 200.0 in/2
fv/Fv = Pmax/(Apunct*Fpunct) = 0.18
(b) SLAB TENSION
I I r
Asoi I = Pmax/(1.33 * fsoi I)= 2.47 ft/2
= 356 i n/2
, L------',"'
L = sqrt(Asoi I) = 1 8.9 in.
B = sqrt(w*d) + t = 12.5 in.
b = (L-B)/2 = 3.2 in.
Mconc = wb12/2 = (1.33*fsoi I *b12)/(144* 2)
= 4 7.1 in.lb.
Scone = 1 *t/2/6 = 4.17 i n/3
Fconc = 50 *sqrt(f'c) = 201.25 psi.
fb/Fb = Mconc/(Sconc*Fconc) = 0.06
BASE PLATE
w = 7 in.
d = 8 in.
CONCRETE
t = 5 in.
f 'c = 2000 psi.
SOIL
fs = 1000 psf.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 •. FAX: (909) 869-0981
161 ATLANTIC AVENUE• POMONA• CA 91768
HORIZONTAL TRUSS SYSTEM ANALYSIS
SCOPE:
PROJECT __ C=A__,L=LA=--W=-A..,_Y ..... G~Oz.:L=-F _____ _
FOR ___ L.....,OG_I _TE_C_H_I_N_C_. _____ _
SHEET NO. 1 7 . OF ____ 1 __ 9 ____ _
CALCULATED BY_._J_.L_.L_. _ DATE 1-23-1998
THE PURPOSE OF THIS ANALYSIS IS TO SHOW THAT THE FOLLOW! NG HORIZONTAL TRUSS IS ADEQUATE
TO SUPPORT STATIC WEIGHT USING ALLOWABLE STRESS DESIGN (ASD). SEE FIGURE (A).
PARAMETERS:
CONFIGURATIONS*;
STEEL-Fy = 50,000 PSI
BOLTS -A307 (when used)
300 LB/FT ~:W!!P1
L ~8-3/8-t j
MAX UNSUPPORTED
LENGTH = 111-3/411 •
Figure A: Triangular Truss -Static Force Summary
PROJECT_--1,,,oC"""A,.._I .... I .,,.A...,W...,A"-!Y1-G-.O'-'-lLF1---------
FOR __ _.,L~OGitWl..l...1.I .. E,l.,C..UHu.l.uNL1.,C-------
MATERIAL.HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
161 ATLANTIC AVENUE• POMONA• CA 91768
SHEET NO. 18
CALCULATED BY J.L L
HORIZONTAL TRUSS SYSTEM ANALYSIS (CONTINUED)
LOADS AND DISIBIBUJION:
TRUSS LIVE LOAD:
TRUSS SYSTEM DEAD LOAD:
TOTAL LOAD:
300 LB/FT
50 LB/FT
350 LB/FT = 29.17 LB/IN
Figure B: FBD of Horizontal Truss
Mact = wL "2/8 = (29.17 LB/IN)(111. 75 IN)"2/8 = 45,535 IN-LB
C = T = (Mact)/(d) = (45535 IN-LB)/(12 IN)= 3,795 LB
OF----+,19i:il----
DATE 1-23-1998
~ ~
PROJECT_.....:C~A::!!L::.::L:::A!.!W.!.!.A..:..Y:....G::::;O:,:L:::.F _____ _
FOR __ --=.:LOG=-=..1-=.T-=E~CH::..:...:...:IN..:.:C:.:.·-----,---
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: {909) 869-0981
161 ATLANTIC AVENUE• POMONA• CA 91768
SHEET NO. ___ 1_9 ___ OF ____ 1_9 __ _
CALCULATED BY J .LL
HORIZONTAL TRUSS SYSTEM ANALYSIS <CONTINUED}
TOP COMPRESSION CHORD ANALYSIS:
t= 13ga = 0.090 IN
Area= 0.634 IN"2
r=0.623 IN
1
1 5/811
i=-3 .. j-1
Figure C: Top and Bottom Chord Cross Section
DATE
C=3,795 LB <=-= FROM PREVIOUS PAGE
fa= (C)/(Area) = (3795 LB)/(0.634 IN"2) = 5,986 PSI
(KUr)max = (1.2)(28.375 IN)/(0.623 IN) = 54.65 < Cc, THEREFORE,
Fy = 50,000 PSI
f (KL/r) · Fy f
Fa= 0.522 · Fy -l 1494 j = 22,754 PSI
fa/Fa= (5986 PSl)/(22754 PSI)= 0.26 < 1.00 THEREFORE OK
1-23-1998
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