HomeMy WebLinkAbout2180 RUTHERFORD RD; ; CB983424; PermitI
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B U I L p I N G P E R M I T Permit No: CB983424
Project No: A9804460
Development No:
11/18/9-8 13: 10
Page 1 pf 1
Job Addre·ss: 2180 RUTHERFORD RD
Permit Type: INDUSTRIAL TENANT IMPROVEMENT
Par.eel No: 212-070-23-00
Valuation: 260,000
Suite:
Lot#:
Occupancy Group: Reference#:
Description: EQUIPMENT AND ACCESS SUPPORT
: CALLAWAY GOLF-BALL FACILITY
Appl/Ownr: WOOMER MICHAEL
5355 MIRA SORRENTO
SAN DIEGO CA 92121
Fees Required ***
Fees:
Adjustments:
Total Fees:
Fee description
Building Permit
Plan Check
Strong Motion Fee
PLACE
CITY OF CARLSBAD
. 6.19
3556 11/18/98 0001 01
. C-PRMT
02
1236»00
Constrµct~on Type;· NEW
Status: ISSUED
Applied: 10/07/98
Apr/Issue: 11/16/98
Entered By: JM
~52-3_18$
·credits
.00
768.00
1,236.00
***
Ext fee Data
1181.00
768.00
55.00
''"'.""'
... ~--
2075 Las Palmas Dr., Carlsbad~ CA 92009 (760) 438-1161
/1°12 _tf(p FOR OFFICE USE O~
PLAN CHECK N~. ~23512 r PERMIT APPLICATION
EST. VAL. Zt,(Jt2!i;),
,Plan Ck. Depos,..it...,....____.u:.i~;__----'-
Validated By_=t,~:¥:...--"".""""~'-::--7";::-
Date _________ ~~-L_,__./4,i,r:;;,;
ep.
Subdivision· Name/Number Total # of units
~;~~ ~-"O -P.gent:t;d~~~:;actor,·:»Cfown~~ttor:o\V~~:"c ~-7.";:_:;-.... :~~~~~:''Z·:~:.:;;_~ep.;c:~,;~~:~"~i
Name Address City State/Zip Telephone.# t¼~~y;}~f ~-:~iF,/ .:'~"ii-iit;~:iJitjiiifii~~-fd:_ .. ~;i~milibJ-~7i--'1tlt/IriJ:~i"l 1771
Name '~===~=-Address ____ .,._,.. City S.tate/Zip Telephone#
£~'coNtRACT9R;COMPANYNAM&·-:::-:.~----.-. --~,',, 7 ~ .. ~······,, · ·-::-;--
(Sec. 703,1.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair ahy 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 CogeJ or that he is exempt th'erefrom, and the basis for the allegecl
e;><emption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil p1;1nalty of not more than five hundred dollars [$500]) •
. J/t~u;f.,.J b,!::k,.J1..4-4H e,,)l(J>fP-> ~,.2.7 ~ .. ,., Sh: 5.4.u 1> ,,u_D ct "J::z.,K:, c,, 19 · -1-91-&--'3;&
· Name Address City ·State/Zip Telephone#·
State Lice·nse # fp9 tj 1 u 8 License Class----'-------City Business License #:2..f} 1 IO 0
Lo ,:i , . ., yr,.µ.y t t&-.f::!. c..
'Designer Name ' Address City State/Zip Telephone
State License# ~ f §fr
1§,.;.:.:YiQ.$!:ifi~-¢1™.~lfl!~~If PN:-;-. < --~.:-.:.-"':.-::; · .: .; · .. ;,,,.~~ :. · :-;::c:~·-:.;., ·:: .: ... =:z:::_::-;_r,,.,: :, .. L,;;Sii-1'::.::·::::.':Z:-:'::.:::7.=2:~-~:~:,~:.:::::;T.:~:;;:.::,:.::;~;',~·-,71_;']
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the fQllowing declarations:
'D I have and will maintain a certificate of consent to self-insure. for workers' compensation as provi~ed by $ection 3700 of the 1,.abor Code, for the performance
of the work for which this permit is issued.
D I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is
-issued. My worker's compensation insurance carrier and policy number are:
. Insurance Company____________________ Policy No.____________ Expiration Date _______ _
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100] OR.LESS)
0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this perm!t is issued, I shall not employ any person in any manner so as
to become subject to the Workers' Compensation Laws of California.
WARNING: Failure to secure workers' compensation coverage is unlawful, and shall-subject an employer to criminal penalties and· civil fines up to one hundred
thousanc! dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor co~e, interest and attorn~y's fees.
· SIGNATURE______________________________ DATE ______ ~---
}7~~I{;QWNER;Bti1lDER ,OEOLARAt1QN: >A ~ ~t -,: .¾"';;:_A, 0 ' ,_ ,-r v_;, :·, ::,:;~:: -~-,:: ~--~:}' ', ~-y :, / ,:·~'"'~' :-; __ ~,_ <,7"~ -~''A -~N;.::::::/\ ~
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
(J 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 {he burden of·proving that he did not build or impr,ove 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. 0 YES ONO
2. I (have/ have not) signed an application for a building permit for the.proposed work.
3. I have contracted, with the following person (firm) to provide the proposed construction (include name / addre_ss / 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
. numbe! / 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 nc!me / address / phone number / type
of work):·----------------~-------------------------------~--~~----
. PROPERTY OWNER SIGNATURE. . . DATE ________ _
'[g'.-:f§:E,.;,Tl:!!$j);9J:IPJiJ:Q6)VQJV,;.Ji',l,S/l;)§NZ7~.4J~Y!CDJ~~-e.t~tJIJ1'.~ .. 9N~Y-.. ,;L,, , ... :;;; '::;-:':.:..,,;~::) ;:;;;;-~.1lt''.'·:: .. i~ .. '.i:J:L:: ::.;·,;:!,.>~,~,'".;:~-,:-~I ;,,, >~:;,'...;..;:; ',;,:~J~·~,;;]
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES D NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES D NO
Is the facility to be constructed within 1,000 feet of the outer bo4ndary of a school site? 0 YES O NO
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AiR POLLUTION CONTROL DISTRICT.
!8\:j:, ·~.Q_QJillru:!.91.19.'!\.Jif!l!>JfilM~~~<rr.=.;,,,:E:z= ::~~~::~ :=::-:::..~~'.'.J ~71~.?i:~ .. ~-: '~~; :,T.;;:;: fci:tg·~~ ~i'f"J.; ~.:Z:-~L;r~,~"t'.;~.:,:-'::··3;z; ;7.;:X;~f,~D
I hereby affirm that there is a construction lending agency for the .performance of the .work for which this permi~ is issue\J (Sec. 3097(i) Civil Code).
LENDER'S NAME LENDER'S ADDRESS
l'Ji\:L ~P~lCA'liT:CE!!I!fl.CAfJ.QfiL.; _:;._;,_;,, .; ... '..~D-.:: ;·~'. ·· -~ ~-' ;;_v....,,,;;,;_::,,-:' < ;;.,,-. ..:. _;,, .,.; .;,;_,,;.,_,.>1-~-.;;-;,;;:,:,,:~,:.~-1.-,;,,;;~~:£1 >~~:.,:;.:.:.t"-.:::1::.~s,":;::7.:'Z,~:::;c-;~:::_:,:_;r::,::~{ .. ':;:;_:J
I_ certify that I have read the application and state that .the above information is ·cor,rect and that the information· on the plans is accurate. I agree to comply with all
City ordinances and· State laws relating to building constructiol). I hereby authorize re11resentatives 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 demolit_ion.or construction-of structures over 3 stories in height.
EXPIRATION: Every permit issued
work authorized by such permit is
or abandoned at ·any time after tH
e Building Of ·c· 1 er the ,provisions of this Code shall expire by limitation and become null and void if the buildin9 or
, 1_ 65 days from the d\lte of such permit or if the building or work authorized by such permit is suspended
·or a period-of 180 days (Section ·106.4.4 Uniform Building Code).
·(_ '-"~ ·DATE Oc::r-:::7, \°130 I
YEtLOW: Applicant PINK: Finance
City of Carlsbad Inspection Request
For: 9/7/99
Permit# CB983424
Title: EQUIPMENT AND ACCESS SUPPORT
Description: CALLAWAY GOLF-BALL FACILITY
Type:ITI Sub Type:
Job Address: 2180 RUTHERFORD RD
Suite: Lot
Location:
APPLICANT WOOMER MICHAEL
Owner: CALLAWAY GOLF CO
Remarks:
Total Time:
CD Description Act Comments
Inspector A~signment: TP ---
Phone: 0000000000
Inspector: 4-
Requested By: MIKE
Entered By: CHRISTINE
19 Final Structural AP --------------------------
29 Final Plumbing W v _~-------------
39 Final Electrical
49 Final Mechanical ± ___ _
lm;peGtion History
Date Description Act lnsp Comments
9/2/99 , 12 Steel/Bond Beam NS TP
1/29/99 14 Frame/Steel/Bolting/Welding CA TP
12/22/98 11 Ftg/Foundation/Piers 'co TP FTNS TO SMALL, REBAR
12/21/98 11 Ftg/Foundation/Piers co TP
1"'
'
· SOUTHERN CALIFORNIA SOIL & TESTING, INC.
6280 Riverdale Street, P.O. Box.6006:27, San Diego, CA ?2160, (619) 280-4321 ' -~f
FIELD INSPECTION REPORT
PROJECT TITLE:
PROJECT LOCATION:
ARCHITECT:
GEN. CONTRACTOR:
11i23/98
G. Pitonyak
S.D. #255
Callaway Golf Ball Facility Sc:s&T·FILE NO:
PERMITNO:
9812171
983424
I.R.NO:
PLAN FILE NO:
ENGINEER:-Louis Perry & Associates
30 (Pg 1 of 1)
;2180 Rutherford Road, Carlsbad'
Smith Consulting Architects
Nielsen Dillingham suscoNTRACTOR: NBD, Preniixed/C & B Steel/L.Perry & Assoc.
. H.S. BOLTING
WELDING
REINFORCED CONCRETE
EPOXY ANCHORS
Rebar: ASTM A615, Grade 60
Bolts: A325-n-High Strength ¾" dia. (TS typE:1)
Reinforcing Steel: A36 ·
Polyurethane Postcure Oven Platform:
· I provided inspection of the following work and welding:. (i.e.) holes drilled into slab-on-grade for column base
plate, embedment depth = 3 ¼', per Sheet 17042. Connection plates welded to roof plates for column assembly,
· per C/ 043. Work proceeding between grid lines 8.25 to C.5 from 7.25 to ·10.25.
, 1.1124/98 Core Cooling Platform:
' ; •-1
11/~5/98
DISTRIBUTION:
, Plumb-up, alignment, and elevations verified qn boJum~ Line 9 from 8.5 to C. 7, ref. Sheet 17034.
Verified replacement of#4 dowe!s into slab-qn-grade and stirrups into footing where broken off by traffic at Line
· · 14 from B to 8.5. All dowels having 6" emb!:ldment. Using Simpson epoxy I.D. # ~R5279. Verified placement of
reinforcing steel at N.E. slab-on-grade area and N.E. loading ·ramp from Grid Lines B to 8.25; 13. 75 to 15, with
·spacing, size, & laps per specifications. · · .. · ·
Columns beams, and braces installed at.pipe rack from l,ines B to 8.25; 12.8 to 13 with A325-N H.S. remaining
to be tensioned.
Polyurethane Postcure Oven Platform:
Continued inspection of drilled holes into slab-on-grade for column base plate attachment, embedment depth
verified to be 3 ¼", per Sheet 17042. ·
Monitored erection and assembly of wide flange beams to columns at upper* lower platform elevations of
injection mold hopper platform, reference Sheets 17036 and 17042.
I hereby certify that I have inspected the above repqrted work. Unless otherwise noted, the work is to the best of
, my knowledge in compliance with the approved plans, specifications and applicable sections of the governing
t;>uilding laws.
(2) Callaway Golf
(1) Smith Consulting Arch,itects
( 1) Nielsen Dillingham
f_ ·~
(1) City of Carlsbad
-·
-..-..· :::, ~ ,,
-
Georg'e A. Gavit,'RC.E. # 56564
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
6280 Riverdale Street, P.O. Box 600627, San.Diego, CA 92160, (619) 280-4321
FIELD INSPECTION REPORT
PROJECT TITLE:
PROJECT LOCATION:
ARCHITECT:
GEN. CONTRACTOR:
11/30/98
S. Demars
#356
12/1/98
12/2/98
G. Pitonyak
S.D. #255
DISTRIBUTION:
· (2) Callaway Golf
Callaway Golf Ball Facility SCS&T·FILE NO:
PERMIT NO:
9812171
983424
1.R.NO:
PLAN FILE NO:
ENGINEER: Louis Perry & Associates
31 (Pg 1 of 2)
2180 Rutherford Road, Carlsbad
Srnith Consulting Architects
Nielsen Dillingham suscoNTRACTOR: NBD, Prernixed/C & B Steel/L.Perry & Assoc.
WELDING
H.S. BOLTING
Structural Steel: A36
.Bolts High Strength A325
, I inspected the installation of structural steel and high strength bolts at injection molding upper and lower
platform shown on reference sheets 17036 and 17042.
I inspected the field welding of bolted clips welded to W8 X 13 beams. 4 beams total, 8 clips total located at the
North end of the Seam Buffing Platform.
Welder; Richard Hodge cert. #98-0744 dated 11/9/98
WELDING
H.S. BOLTING
ASTM: A36, A325 High Strength Bolts; "ts" type
.. Electrode: E7018 (LH)
Injection Mold Hopper Platform:
' I provided inspection of the following: faying surfaces & bolt hole size prior to assembly of lower & upper level.
. Connections assembled with A325-N high strength bolts. Approximately 90% completed with bolt tensioning,
.reference sheet 17042.
Seam Buffing Platform: *Permit Pending
Shear plates 'fillet welded to existing pipe rack columns at line B.25 from 6.5 to 6.9 for lower & upper connections
of platform beams to added BM's between (E) pipe rack columns. Plate used in lieu of clip angle, fillet welded 3
sides to BM web in lieu of (2) ¾" dia. H.S. Bolts, per engineer.
Reference Report Dated 11/24/98:
All high strength bolts, A325-N (3/4") diameter installed in columns, beams, and braces in pipe rack at Line B.25
from 12.8 to 13 have been tensioned to specifications.
(1) Smith Consulting Architects
(1) Nielsen Dillingham REVIEWED BY:
(1) City of Carlsbad
George A Gavit, R.C.E. # 56564
FIELD INSPECTION REPORT
PROJECT TITLE:
PROJECT LOCATION:
ARCHITECT:
GEN. CONTRACTOR:
·1213/98
G. Pitonyak
S,D. #255
12/4/98
12/5/98
DlSTRIBUTION:
(2) Callaway Golf
Callaway G_olf Ball Facility
2180 Rutherford Road, Carlsbad
. Smith Consulting Arct\itects
Nielsen Dillingham
SCS&T FILE NO:
PERMIT NO:
9812171
983424
J.R.NO:
PLAN FILE NO:
ENGINEER: Louis Perry & Associates
31 (Pg 2 of 2)
suacoNTRACTOR: NBD, Premixed/C & B Steel/L.Perry & Assoc.
Polyurethane Postcure Ovens Platform: *Permit Pending
shear plates fillet welded to existing pipe rack columns at Line B from 7. 75 to 10.25 for new Beams to allow for
. ·connecting platform beams. Field correcting, µndercut, underfill, voids in weld, & excessive rnughness. At roof
elevation, angle braces at truss girder connections fit 4 welded at 48 at Line 9.25 from B to C and #4C at line
10.25 from 8 to C. per N04;3.
Injection Mold Hopper Platform:
(reference. RFI #0043) Steel delivered with reused guardrail mounting plates (3/8" X 3" X 6") have not been
completely welded in shop or mislocated on beam. The sub-contractor has been informed.
Seam Buffing Platform: *Permit Pending
Steel delivered for this platform 12/3/98 did not have high strength bolt holes deburred, sub-contractor informed,
deburring in progress.
Under second floor elevation beams & channels at West side truck loading dock location at Lines 1 & 2 at 8.8,
studs 4" X 20 ga. fillet welded to W X BM's per plan, per RFI #450 dated 12/2/98, MC 10 X 28.5 at grid
coordinates "1.5 at Band 8.8" not connected on one end of each channel, acceptance of condition verified with
structural engineer. At second floor elevation, installation of guard rail posts in progress from grid lines B to C; 1
to 2 with 2 -¾" thru-bolts at 9" dia. connecting plates ¾" X 1 o· X 1" -o·, reference drawing 20016.
Core Mold Press Pit: *Permit Pending
Channeis (5) 1 ORI, (5) 10/1,., (1) 11R/, & (1), 11/L ass~mbled at top of press pit. Shear plates used 3/8 X 4 X 6
(tacked in place), connected with A325-N H. S. Bolts,¾" diameter, referenc_e sheet 17015 and F.B. #14
·Seam Buffing Platform: *Patent Pending
Reference Report Dated 12/4/98
All steel having faying surfaces which required deburring, completed today. Inspected connection surfaces and
verified fa$teners used are as specified, reference sheets 17032 and 17042.
Core Cooling Conveyor Platform:
Monitored assembly of structural steel at lower and upper elevations from Lines 8.5 to C.8; 4 to 5. Inspected
connection surfaces, verified fasteners used are as specified. Reference sheets 17034, 17042, & 17043.
I hereby certify that I have inspected the above reported work. Unless noted otherwise, the work is to the best of
my knowledge in complianc;e with the approved plans, specifications and applicable sections of the governing
building laws.
(1) Smith Consulting Architects
(1) Nielsen Dillingham REVIEWED BY:
(1) City of Carlsbad
George A Gavit, R.C.E. # 56564
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
6280 RIVERDALE STREET,, P. 0. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321
Concrete Compressive Strength Test Report
.Fife. Number: ·
· Project Title:
Ptojeqt Locf)tion:
Architect:
Engineer:
Contractor:
Location In Structure:
. Material Supplier:
Mix Designation:
-Admix-ture(s): .
9812171
Callaway Golf -Press Pit
2180 Rutherford Road, Carlsbad
Smith Consulting Architects
Louis Perry & Asccociates
Nielsen Diliingham
. West side at track topping
Pre-Mixed
4033000
MBAE-90/MB-3~2Nfry.pe A-
Time In Mixer (Minutes): 180 Slump, Inches: 4
Truck Number: 422 Ticket Number: 285106
Samples Fabricated By: GP Samples Tested By: GG
. [..aboratory Number: 3235 3236 3237
. Mark: A,B,C
Date Made: 10-27-98
Date Received 10-28-98
· Date Tested 11-03-98 11-24-98 11-24-98
Diameter, Inches 6.00
. Area, Square Inches 28.27
Maximum Load, Pounds 91,500 113,250 114,750
Compressive Strength, psi 3,240 4,010 4,060
Age Tested, Days 7 28 28
Required 28 Day Strength, psi 4,000
Unit Weight pcf 1
Permit No: pending
Plan File No:
.
CC Temp: 82°
Air Temp:
Air Content:
:. ::...; · ·spec:imen satnplif/g, ·transportafjon and compressive strength ·testing-were,peiiormea-by-this'figeney-in-aecordanee-with-tile-appticable-)\S-TM-
standards. This.agency makes no other warranties-express or implied.
Distribution:
( 1) Callaway Golf
(1) Smith Consulting Architects
(1) Nielsen Dillingham
(1) City of Carlsbad
(1) Pre-Mixed
10-27.doc 11/30/98
Reviewed By:
0
%
-~ SOUTHERN CALIFORNIA SOIL & TESTING, INC.
6280 Riverdale Street, P.O. Box 600627, San Diego, CA 92160, (619) 280-4321
FIELD INSPECTION REPORT
PROJECT TITLE:
.PROJECT.LOCATION:
ARCHITECT:
GEN. CONTRACTOR:
11/16/98
G. Pitonyak
S.D. #255 .
DISTRIBUTION:
(2) Callaway Golf
Callaway Golf Ball Facility SCS&.T FILE NO:
PERMIT NO:
9812171
983424
I.R.NO:
PLAN FILE NO:
ENGINEER: Louis Perry & Associates
29 (Pg 1 of 3)
2180 Rutherford Road, Carlsbad
Smith Consulting Architects
Nielsen Dillingham suBcoNTRACToR: NBD, Premixed/C & B Steel/L.Perry & Assoc.
WELDING
HS. BOLTING
~POXY ANCHORS
REINFORCED CONCRETE
Steel: ASTM A36, A500 Grade B Tube
• Studs: A446 Gr. D, .A615 Grade 60 Rebar
Electrode: E7018 (L. H.) 5132 Dia .
. lnjeetion Molding Platform:
I provided inspection of the following work & welding: .
. (i.e.) erection of (8) W8 x 24 columns. I verified depth of expansion anchors to be 3 ¼; Ref Detail B/ Sheet E2
and 17042. The connection plates were welded to the roof plates per C/ 043.
I provided inspection of the following work and welding:
(i.e.) Platform and handrail assembly & welding at 3614" elevation, grating assembled & welded, per Sheet
17024, Reference note 7 of Sheet 17023.
Reference Special Inspector (Jim Lamberth!s) report dated 8/28/98 and structural engineers field visit on 11/6/98.
J. Lam berth's report item #1 referencing added braces c!t penthouse opening, per 251519 and item #4
.r~ferencing braces & stiffeners at girder for wide flange beam connections at 2nd floor elevation elevator
openings, per 3A/ S10, approved by structural engineer as assembled. Item #3 reference knife TL into bottom
chor-d of open web girder from beam top flange at G &12.3, Ref. Detail 23/ S18, accepted by stril engineer as
assembled.
I provided inspection for the following field weldin-g: (i.e.) at 2nd floor elevation, 12ga. Studs at each side of
handrail support tube (TS) 5x4x3/8 completed around atrium, per sx..:95_ Also, installation of 12ga. Stud sections
at 3" studs and to w x BM per plan, completing north, east, and west sides of atrium, per SX-96. At roof
elevation, #4 stirrups installed at 18" dia. extending mechanical equipment base at coord's 8.5 & 13.25 using
Simpson brand epoxy 1.0. #5279, embedment into lightweight concrete was 2".
(1) Smith Consulting Architects
( 1) Nielsen Dillingham REVIEWED BY:
. (1) City of Carlsbad
George A. Gavit, R.C.E. # 56564
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
6280 Riverdale Street, P.O. Box 600627, San Diego, CA 92160, (619) 280-4321
FIELD INSPECTION REPORT
PROJECT TITLE:
PROJECT LOCATION:
ARCHlJ°ECT:
GEN. CONTRACTOR:
1'1/20/98
G. Pitonyak
S.D. #255
Callaway Golf Ball Facility
2.180 Rutherford· Road, Carlsbad
Smith Consulting Architects
NielsEln Dillingham
Polyurethane Posteure Oven Platform,
:SCS&l' FILE NO:
PERMITNO:
9812171
983424
I.R.NO:
PLAN FILE NO:
,ENGINEER: Louis Perry & Associates
29 (Pg 3 of3)
suscoNTRACTOR: NBD, Premixed/C & B Steel/L.Perry & Assoc.
I continued inspection of the following work ~nd welding:·
column connection plates welded to plate anchored to roof slab W8 x 28 columns at the three western most grid
l!nes, Ref. 17038 & Cl 043 .
. I continued inspection of the following welding:
DISTRIBUTION:
(2) Callaway Golf
{i.El.) Handrail support pipe, top and side mounting attachments at fhe 28'-8" & 36'-4" elevations, per Detail on
17026.
I verified replacement of #4 dowels at slab cutouts in kitchen area. The dowels are installed at 18" dia. w/
Simpson brand epoxy 1.0. #ER 5279, per manufacturer's recommendation, 6" embedment.
I hereby certify that I have inspected the above reported work. Unless noted otherwise, the work is to the best of
my knowledge in compliance with the approved plans, specifications and applicable sections of the governing
building laws.
(1) Smith Consulting Architects
(1) Nielsen Dillingham
(1) City of Carlsbad
George A. Gavit, R.C.E. # 56564
SOUTHERN CALIFORNIA SOI.L & TESTING, INC.
6280 Riverdale Street, P.O. Box 600627, San Diego, CA 9216(), (619) 280-4321
FIELD INSPECTION REPORT
PROJECT TITLE:
PROJECT LOCATION:
ARCHITEl:T:
GEN. CONTRACTOR:
11/17/98
G. Pitonyak
. S.D. #255
11/18/98
11/19/98
DISTRIBUTION:
(2) Callaway Golf
Callaway Golf Ball Facility
2180 Rutherford Road, Carlsbad
.Smith ConsultingArchitects
Nielsen Dillingham
Core Cooling Conveyor Platform:
SCS&TFILENO:
PERMIT NO:
9812171
983424
I.R.NO:
PLAN FILE NO:
ENGINEER: Louis Perry & Associates
29 {Pg 2 of 3)
suscoNTRACTOR, NBD, Premixed/C & B Steel/L.Perry & Assoc.
I provided inspection of the following work and welding:
.(i.e.) Erection of (7) W8 x 24 columns. I verified depth of expansion anchors to be 3 ¼", per 17042 with column
conn. Plate weldecl to roof plate of truss girder per Cl 043 of A/ 043.
I continued in~pection of the fillet welding of handrail support pipe and kickplate at the 36'-4" elevation, Ref.
Sheets 17023 & 17024.
Core Cooling Conveyor P-latform:
I continued inspection of the following work:
Erection of (4) W8 x 24 columns. Verified depth of expansion anchors to be (3 ¼") with columns connection plate
welded to roof plate or truss girder per Cl 043 or /:..J 043.
I continu1:d inspection of the assembly and welding of handrail support pipe at the 12'-0" & 17'-0" elevations &
.ladder at 12'-0" elevation.
I ·inspected placement of rebar at the west loading dock, NW trash enclosure and sump pit wall at grid coord's,
E.6 to E.8; 4 to 4.25, per specifications. #4 dowel epoxied into slab {6") embedment where broken off by traffic,
used Simpson brand epoxy l.b. #5279.
Seam Buffing Platform:
I continued inspection of the following work:
· Erection of (8) W8 x columns, verified depth of expansion anchors to be (3 ¼") with column conn. plate welded
to roof plate, Ref. Drawing 17037 and Cl 043. Five of the above. listed columns currently erected w/ one wedge
anchor at base PL Gonnection.
Continl,led inspection of the welding of handrail support pipe at the 12'-0", 17'-0", 21 '-0", 28'-8", & 36'-4"
elevations. Welding and in\3tallation of ladder at 12'-0" elevation completed.
I provided inspection of the following: (i.e.) #4 dowels at 18" dia. for (2) equipment pads at coord's, A to B from
2.75 to 3.25 w/ Simpson brand epoxy, .I.D. #5279.The installation was per manufacturers recommendations. At
roof elevation, Lt. Ga. Diagonal braces each side of atrium stair, refit with 12ga. track x 12" long at 48" D.C. to
P.C. panel per SX1'09. Also, completed inspections of diagonal braces from roof parapet wall to roof joist at 48"
dia. at southeast section of roof, per engineer's recommendations of field visit (11/6/98).
(1) Smith Consulting Architects
(1) Nielsen Dillingham REVIEWED BY: /
(1) City of Carlsbad
-~
· George A::.~.# 56564
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
6280 Riverdale Street, P. 0. Box 600627, San Diego, CA 92160, (619) 280-4321
FIELD INSPECTION REPORT
PROJECT TITLJ!::
PROJECT LOCATION:
ARCHITECT:
GEN. CONTRACTOR:
12/7/98
G. Pitonyak
·S.P. #255
12/8/98
G. Pitonyak
S.D. #255
DISTRIBUTION:
l
(2) Callaway Golf
Callaway GolfBall Facility
2180 Rutherford Road,. Carlsbad
Smith Consulting Architects
Nielsen Dillingham
WELDING
H.S. BOLTING
Structural Steel: ASTM A36
Bolts High Strength A325-N' (ts) Type
. Electrode: E7018 (lh) 5/32" dia.
SCS& TFILE NO:
PERMIT NO:
9812171
983424
I.R.NO:
PLAN·FILENO:
ENGINEER: Louis Perry & Associates .
32 (Pg. 1 of 3)
suscoN:rRACTOR: NBD, Premixed/C & B Steel/L.Perry & Assoc.
At slab-on-grade elevation, press pit channel iron connection plates fillet welded to embedmeflt connections at all
locations, reference Detail 8/ 015 and F.B.-14.
Core Cooling Conveyor Platform:
column erection completed. Verified. embedment for use of¾" dia. Expansion anchors, per typical column base
plate detail on Sheet 17042. ·
Seam Buffing Platform: *permit pending
Monitor-ed assembly of structural steel at lower & upper platform elevation's 9onnection surfaces and fasteners
1,1sed' are as specified on Sheets 17032 and 17042. Newqolumn assembled at grid coordinates 8.4 and 6.5 with
embedment of 3 ¼"asper sheet 17042.
Seam Buffing Platform: *permit pending
Continued assembly of structural steel at upper & lower platform elevations. Beam to Beam connection in
progress. Structural engineer specified A325-N high strength bolts be tensioned to A. I.S.C requirements on all
platforms. Using a calibrated Skidmore-Wilhelm tension-testing <;levice. Tested a sample of (3) A325 H.S. Bolts
(3/4"dia. X 1 ¾") which were installed in above lii,ted connections. The tension test demonstrated that each bolt
developed a tension not less than 5% greater than the tension required in Table 4, Section B (d)(2) of the
A.I.S.C. "Specifications for structural joints using A325 or 490 bolts."
·Core Cooling Conveyor Platform:
·I verified H.S. bolt holes deburred in the field where needed prior to assembly. Assembly of platform continued at
upper and lower elevations per plans and specifications.
(1) Smith Consulting Architects
· (1 )· Nielsen Dillingham
(1) City of Carlsbad
George A. Gavit, R.C.E. # 56564
~ ~ SOUTHERN CALIFORNIA SOIL & TESTING, INC.
6280 ~iverdale Street, P.O. Box 600627, San Di~go, CA 92160, (619) 280-4321
FIELD INSPECTION REPORT
PROJECT TITLE:
PROJECT LOCATION:
ARCHITECT: -
GEN. CONTRACTOR:
12/9/98
G. Pitonyak
S.D. #255
. 12/10/98
'G. Pitonyak
S.D. #255
DISTRIBUTION:
(2) Callaway Golf
Callaway Golf Ball Facility
21 ~O Rutherford Road, Carlsbad
Smith Consulting Architec,ts
Niel~en Dillingham
WELDING
H.S. SOL TING
EXPANSION ANCHOR
Structural Steel: ASTM A36
Bolts High Strength A325-N (ts) Type
-Electrode: E7018 (lh) 5/32" dia.
. Hilti l=xpansion Anchors·
Core Cooling Conveyor Platform:
SCS&TFILENO:
PERMITNO:
9812171
983424
l,R.NO:
PLAN FILE NO:
ENGINEER: Louis Perry & Associates
32 (Pg. 2 of 3)
suBcoNTRACTOR: NBD, Premixed/C & B Steel/L.Perry & Assoc.
_ I monitored assembly of structural steel at upper and lower platform elevations. I verified connection surfaces
and proper fasteners used. W8X connections fit-up and tack welded in place to existing (ts) column at Grid
Coordinates "C-4", reference Detail Sheet 17042.
Seam Buffing Platform: *permit pending
, Assembly of upper and lower platforms in progress. I tested the tensioning of A325-N high strength bolts
installed-in beam to beam and beam to column connections with a calibrated skidmore. I tested a sample of (3)
A325 (3/4" X 2") in.stalled in above listed connections. All of the bolts tested meet A.I.S.C. requirements .
Core Cooling Conveyor Platform:
I continued inspection of the following: Field welding connections to (E) (ts) column at Coordinates, C & 4, per
.17042 at upper and lower platform elevations. I tested the tensioning of A325-N high strength bolts installed in
lower level connections with a calibrated skidmore. I tested a sample of (3) A325 (3/4" X 1 3/4"} installed in above
listed connection, finding all in compliance with A.I.S.C. specifications.
Seam Buffing Platform: *permit pending
• I inspected the, following: Field welding of new corrnection plate to beam #31 a, reference Shear Pl. Detail Sheet
#17042,
·I verified embedment depth of expansion anchor at slab-on-grade elevation for pipe support rack column at 8.25
& 14, per specifications. The work is completed on the pipe rack ..
(1) Smith Consulting Architects
(1) Nielsen Dillingham REVl!s"WED BY:
(1) City of Carlsbad
George A. Gavit, R.C.E. # 56564
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
6280 Riverdale Street, P.O. BoJ 600627, San Diego, CA 92160, (619) 280-4321
FIELD INSPECTION REPORT
PROJECT TITLE:
PROJECT LOCATION:
ARCHITECT:
GEN. CONTRACTOR:
12/1'1/98
·G. Pitonyak
-S.D. #255
12/12/98
G. Pitonyak
S.D. #255
Callaway Golf Ball Facility _
2180 Rutherford Road, Carlsbad
Smith Consulting Architects
Nielsen Dillingham
WELOING
H.S. SOL TING
Structural Steel: ASTM A36
Bolts High Strength A325-N {ts) Type
Electrode: E7018 {lh} 5/32" dia.
SCS&T FILE NO:
PERMIT·NO:
9812171
983424
1.R.NO:
PLAN FILE NO:
ENGINEER: Louis Perry & Associates
32 {Pg. 3 of 3)
suBcoNTRACTOR: .NBD, Premixed/C & B Steel/L. Perry & Assoc.
Core Cooling Conveyor Platform: -
. I monitored assembly of structural steel from 8.5 to c; 3 to 3.5 at upper and lower platform elevations. Tension
,of the bolts is in progress. Connections welded at C & 5, upper and rower elevations, reference Sheet 17042.
Seam Buffing Platform: *permit pending
Installation of structural steel from platform beams tq pipe support framing in progress at upper and lower
platform elevations from Grid 'Lines 8.25 to 8.5; 6.5 to 6.8. Fillet welding of beam to beam connections
·completes of Line 8.25 from 6.5 to 6.8, reference beam connection Detail Sheet 17042. Tensioning of high
.strength bolts continued at upper platform elevation.
I hereby certify that I have inspected the above reported work. Unless otherwise noted, the work is to the best of
my knowledge in compliance with the approved plans, specifications and applicable sections of the governing
--building laws.
DISTRIBUTION:
(2) Callaway Golf
(1) Smith Consulting Architects
(1) Nielsen Dillingham
( 1) City of Carlsbad
REVIEWED BY:
George A.. Gavit, R.C.E. # 56564
FIELD INSPECTION REPORT
'PROJECT TITLE:
PROJECT LOCATION:
ARCHiTECT:
GEN. CONTRACTOR:
12/7/98
G. Pitonyak
S.D. #255
12/8/98
G. Pitonyak
S.D. #255
. DISTRIBUTION:
(2) Callaway Golf
Callaway Golf Ball Facility
2180 Rutherford Road, Carlsbad
Smith Consulting Architects
Nielsen Dillingham
WELDING
H.S. BOLTING
Structural Steel: ASTM A36
Boits High Strength A325-N (~s) Type
Electrode: E7018 {lh) 5/32" dia.
SCS&T FILE NO:
PERMIT NO:
9812171
983424
I.R.NO:
PLAN FILE NO:
ENGINEER: Louis Perry & Associates
32 (Pg. 1 of 3)
sulicoNTRACTOR: NBD, Premixed/C & B Steel/L.Perry & Assoc.
At slab-on-grade elevation, press pit channel iron connection plates fillet welded to embedment connections at all
locations, reference Detail 8/ 015 and F.8.-14.
Core Cooling Conveyor Platform:
column. erection completed. Verified embedment for use of¾" dia. Expansion anchors, per typical column base
plate detail on $heet 17042.
Seam Buffing Platform: *permit pending
Monitored assembly of structural steel· at lower & upper platform elevation's connection surfaces and fasteners
used are as specified on Sheets 17032 an<;! 17042. New column assembled at grid coordinates 8.4 and 6.5 with
embedment of 3 ¼"asper sheet 17042.
Seam Buffing Platform: *permit pending
Continued assembly of structural steel at upper & lower platform elevations. Beam to Beam connection in
, progress. Structural engineer specified A325-N high strength bolts be tensione<;l to A.I.S.C requirements on all
platforms. Using a calibrated Skidmore-Wilhelm tension-testing device. Tested a sample of (3) A325 H.S. Bolts
(3/4"dia. X 1 ¾") which were installed in abo'le listed connections. The tension test demonstrated that each bolt
developed a tension not less than 5% greater than the tension required in Table 4, Section B (d)(2) of the
A. I.S. C. • Specifications for structural joints using A325 or 490 bolts."
Core Cooling Conveyor Platform:
I verified H.S. bolt holes deburred in the field where needed prior to assembly. Assembly of platform continued at
upper and lower elevations per plans and specifications .
( 1) Smith Consulting Architects
(1) Nielsen Dillingham
(1) City of Carlsbad
George A. Gavit, R.C.E. # 56564
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
6280 Riverdale Street, P.O. Box 600627, San Diegq, CA 92160, (619) 280-4321
FIELD INSPECTION REPORT
PROJECT TITLE:
,
PROJECT LOCATION:
ARCHITECT:
GEN. CONTRACTOR:
12/9/98
G. Pitonyak
S.D. #255
12/10/98
G. Pitonyak
S.D. #255
DISTRIBUTION:
(2) Callaway Golf
Callaway Golf Ball Facility
2180 Rutherford Road, Carlsbad
Smith Consulting Architects
Nielsen Dillingham
WELDING
H.S. BOLTING
EXPANSION ANCHOR
Structural Steel: ASTM A36
Bolts High Strength A325-N (ts) Type
Electrode: E7018 (lh) 5/32" dia.
Hilti Expansion Anchors
SCS&T FILE NO:
PERMITNO:
9812171
983424
I.R.NO:
PLAN FILE NO:
ENGINEER: Louis Perry & Associates
32 (Pg. 2 of 3)
suscoNTRACTOR: NBD, Premixed/C & 8 Steel/L.Perry & Assoc.
. Core Cooling Conveyor Platform: '
I monitored assembly of structural steel at upper and lower platform elevations. I verified connection surfaces
. and proper .fasteners used. W8X connections fit-up and tack welded in place to existing (ts) column at Grid
Coordinates "C-4", reference Detail Sheet 17042:
Seam 81..lffing Platform: *permit pending
Assembly of upper and lower platforms in progress. I tested the tensioning of A325-N high strength bolts
installed in beam to beam and beam to column connections· with a calibrated skidmore. I tested a sample of (3)
A325 (3/4" X 2") installed in above listed connections. All of the bolts tested meet A.I.S.C. requirements.
Core Cooling Conveyor Platform:
I continued inspection of the following: Field welding connections to (E) (ts) column at Coordinates, C & 4, per
17042 at upper and lower platform elevations. I tested the tensioning of A325-N high strength bolts installed in
lower level connections with a calibrated skidmore. I tested a sample of (3) A325 (3/4" X 1 3/4") installed in above
·listed connection, finding all in compliance with A.I.S.C. specifications.
Seam Buffing Platform: *permit pending
I inspected the following: Field welding of new connection plate to beam #31a, reference Shear Pl. Detail Sheet
#17042.
I verified embedment depth of expansion anchor at slab-on-grade elevation for pipe support rack column at B.25
& 12, per specifications. The work is completed on the pipe rack.
(1) Smith Consulting Architects
(1) Nielsen Dillingham REVIEWED BY:
(1) City of Carlsbad
George A Gavit, R.C.E. # 56564
y .,
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
6280 Riverdale Street, P.Q. Box 6()0627, San Di~o, CA 92160, (619).280-4321
·FIELD INSPECTION IIBPORT
PROJECT TITLE:
, PROJECT LOCATION:
ARcillTECT:
GEN. CQNTRACTOR:
12/11/98
G. Pitonyak
· S.O. #255
12/12/98
G. Pitonyak
. S.I). #255
DISTRIBUTION:
(2) Callawa,1 Golf
Callaway Golf Ball Facility
2180 Rutherford Road, Car.lsbad
Smith Consulting Architects
Nielsen Dillingham
WELDING
· H.S. SOL TING
Structural Steel: ASTM A36
Bolts High Strength A325-N (ts) Type
EleQtrode: E7018 (lh) 5/32" dia.
SCS&.TFILEN0:
PERMIT NO:
'9812171
983424
J.R.NO:
PLAN FILE NO:
ENGINEER: Louis Perry & Associates
32 (Pg. 3 of 3)
suBcoNTRACT0R: . NBD, Premixed/C & B Steel/L.Perry & Assoc.
Gore CoOling Conveyor Platform: · -
I monitored assembly of structural steel from 8.5 t.o C; 3 to 3.5 at upper and lower platform elevations. Tension
of the bolts is in progress. Connections welded at C & -5, upper and lower elevations, reference Sheet 17042.
Seam Buffing Platform: *permit pending
Installation of structural steial from platform beams to pipe support framing in progress at upper and lower
platform elevations from Gr.id !,..ines 8.25 to 8.5; 6.5 to 6.8. Fiilet welding of beam to beam connections
. completes of Line 8.25 from 6.5 to 6.8, reference beam connection Detail Sheet 17042. Tensioning of high
strength bolts continued at. upper platform elevation .
. I hereby certify that 1. have inspected the above r.eported work. Unless otherwise noted, the work is to the best of
·my knowledge in compliance with the approved plans, specifications and applicable sections of the governing
building laws.
(1) Smith Consulting Architects
(1) Nielsen Dillingham REVIEWED BY:
(1) City of Carlsbad
George A Gavit, R.C.E. # 56564
-22-199.§ 9:01AM FROM SM I TH_CONSUL TI NG-OUT 61 94523!::lta f-.-
SPECIAL INSPECTION PROGRAM
ADDREss ~R LEGAL 0EscR1PT10N: dJ8o Eutl--ltiP!RJ/20 rf:D.
I-'• I
PLAN CHECK NUMBER: t/~-31./:Z.lf OWNER'S NAME: C'A-llAt!Ay Col,;;#h Co,.
11 as the owner,· or agent c,f the owner (contractors may not employ the special inspector)1
certify that l, or the architt,ctlengineer of record, will be responsible for employing the special
inspector(s) as required b)' Uniform Buitding Code (USC) Section 1701 .1 for the construction
project locat · listed above. USC Section 106.3.5. · ·
Signed -L..:.:,,..~~~~-:::::::"'::;..~..i-=·--_-----.... -____ _
~ <I'"
I, as the engineer/archite,;t of record, certify that ! have prepared the following special J )
inspection program as required by USC Section 106.3.5 for the construction project located at ~
the site listed above. t -
E,,inc,:(<iN<Nt .. r, cut :S--
&. SlQnf:lhre Hue --<?~ ~ ~ ~-~ Signed_: · · L ). I 1LL,. -2 _J ~
1. List of work requirin ;J spec.ial inspection:
)(Soils ~;ompiiance Ptior to Foundation Inspection ~ Structural Concrete Over 2500 PSI 0 Prestr.essed Concnite
D Structural Masonry
D Designer Specified
-~0 ' ' --ff.)~
J Field Weldi~g-· · ~ -· · ,~ ) . i
High Strength Bolting ~
Expansion/Epoxy Anchors
D Sprayed-On Fireproofing
r,., -'
D Other _____ _
2. Name(s) of individual(s) or firm(s} responsible for the special inspections listed above:
A. S&~,r~ OJt-e~rA->Oll--S f2 'fe,s'TJ;v'6
B. -·------------------------------C .. -----------------------------------
3. Dutfes.: of the specitl inspectors for the work listed above:
A. A_tt,, l,t?rrf.s L1sr~ IN' &r ID
B. -·----------------------------..--
C. -------------------------------------·-------------------------------------------
Special inspactors shall check 'n with the City and present their credentials for approval prior to beginning wprk en the job site.
· . SIP 4997
DATE: ll/5./98
JURISDICTION: Carlsbad
PLAN. CHECK NO.: 98-34:24
EsGil. Cor_potation
1.n Partners/i.lp wit/i. (jovemme.nt for 'lJuififing Safety
SET: II
PROJECT ADDRESS: 2180 Rutherford Road
Cl APPLICANT
~
Cl PLAN REVIEWER
Cl FILE
PROJECT NAME: Equipmemt Platforms for Callaway Golf-Golf Ball Facility
D The plans transmitted herewith have been corrected where necessary arid substantially comply
with the jurisdiction's building codes.
IZ! The plans transmitte~tti~r~with will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be correcte.d 1and resubmitted for a complete recheck.
D The check list transmit1;ed 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 .of1he 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:
' .. ,,
[2J Esgil Corporation staff did not advise the applicant that the plan check has been completed.
D ' Esgil Corporation staff d~~ advise the applicant that the plan check has been completed ..
D .
Person contacted: ' Telephone #:
Date contacted: : (by: ) Fax #:
Mail Telephone Fax In Person (~
IZ! REMARKS: Provide special inspection ~e building official prior to issuance the building
~~~ ' '
.By: David Yao
· Esgil Corporation
D GA D MB D EJ D PC
Enclosures:
10/29
G
tmsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92.123 + (619) 560-1468 + Fax (619) 560-1576
DATE: 10/20/98
JURISDICTION: Carlsbad
PLAN CHECK NO.: 98-3424
EsGil Corporation
1-n Partne.rsliip witli (jove.mment for '.Bui{i{ing Safe.tg
SET:I
PROJECT ADDRESS: 2180 Rutherford Road
D PLAN REVIEWER
D FILE
PROJECT NAME: Equipment Platforms for Callaway Golf-Golf Ball Facility
D The plans transmitted ·herewith have been corrected where necessary and subst~ntially comply
with the jurisdiction's bµilding codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's building codes
· when minor deficiencies identified below are resolved and checked by building department staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
· and should be corrected and resubmitted for a complete recheck.
~ (The check list transmitted herewith is for your ·information. The plans are being held at Esgil
· Corporation until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
[8J The applicant's copy of Jhe check· list has been sent to:
Smith Consulting Architect (Michael Woomer ) 5355 Mire Sorrento Place #650 San Diego CA
92121
~ Esgil Corporation staff did not.advise the applicant that the plan check has been completed.
D Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Fax#:
Mail Telephone Fax In Person
D REMARKS:
By: David Yao Enclosures:
Esgil Corporation
D GA D MB D EJ D PC 10/8 · tmsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 94123 + (619) 560-1468 + Fax (619) 560-1576
Carlsbad 98-3424
10/20/98'
PLAN REVIEW CORRl:CTION LIST
COMMERCIAL
. PLAN CHECK NO,: 98-3424 JURISDICTION: Carlsbad
OCCUPANCY: F-1/S-1/B USE: manufacture/storage/office
. TYPE OF CONSTRUCT.ION: V-N ACTUAL AREA: 219330
ALLOWABLE FLOOR AREA: unlimited $TORIES: 1
HEIGHT: -45 feet
SPRINKLERS?: · Y
REMARKS:·
DATE PL,.ANS RECEIVED BY
JURISDICTION:
DATE INITIAL PLAN REVIEW
: COMPLETED: 10/20/98
FORl:WORD (PLEASE READ):
OCCUPANT LOAD:
PATE PLANS RECEIVED BY
ESGIL CORPORATION: 10/8
PLAN REVIEWER: David Yao
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 access for the disabled. This plan review
is based on regulations enforced by the Building .Department. You may have other corrections
based 011 laws and ordinances enforced by the Planning Department, Engineering D.epartment, .
Fire Department or other departments. Clearance from those departments may be reqtJired
prior to the issuance of a building permit.
Code sections cited are based on the 1994 USC.
The following items listed need clarification, modification or change. All items must be satisfied
.before the plans will be in conformance wi.th the cited codes and regulations. Per Sec: 106.4.3,
1994 Uniform Building Code, the approval of the plan.s does not permit the violation of any
state, county or city law.
To speed up the recheck process, please note on this list (or a copy) where each
correction item has been addressed, i.e., plan sheet number, specification section, etc.
Be sure to enclose the marked up list when you ~ubmit the revised plans.
LIST NO: 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 UBC) comforw.dot
Carlsbad 98-3424
10/20/.98
• GENERAL
1. Please make all corrections oh tl:'te original tracings and submit two new sets of
prints, to:
Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123,
(61'9) 560-1468.
PLANS
2. The scope of work on drawing number 17031 shall be revised.
FRAMING
3. On the cover sheet of the plans, specify any items requiring special inspection, in a
format similar to that shown below.
REQUIRED SPECIAL INSPECTIONS
In addition to the regular .inspections, the following checked items will also require
Special lnspe~tion in accordance with Sec. 1701 of the Uniform Building Code;
ITEM REQUIRED?
SOILS COMPLIANCE PRIOR TO
FOUNDATION INSPECTION
FIELD WELDING
HIGH-STRENGTH BOLTS
EXPANSION/EPOXY ANCHORS
DESIGNER-SPECIFIED
OTHER.
REMARKS
4. When special inspection is required, the architect or engineer of record shall prepare
an inspection program which shall b~ submitted to the building official for approval
prior to issuance of the building permit. Pl·eas.e review Section 106.3.5. Please
complete the attached form.
5, Typical beam to beam connection, beam to column connection, and column base
connection shall be clearly specified on the plan and referenced from the framing
plan.
6. Provide calculation to show the existing slab can support the vertical load from the
platform columns.(all three platforms')
7. Provide specification for the checker plate to show the plate is adequate to support
the proper load.(vertical and lateral)
CONVEYOR PLATFORM
Carlsbad 98-3424
10/20/98
8. Sheet A-15 of the calculation for the conveyor platform shall column at line 4.5. The
framing plan appears to not show the existing building column at line 4.5. Please
clarify.
9. What is the connection for the existing column to the roof sheathing or joists? Are
the connections .adequate to transfer the extra force from the platform? What is the
base connection? Adequate to transfer additionai force from the platform?
10. There two beam size for the conveyor lower platform next to the opening appears to
be typo.(w8x124?)
INJECTION MOLDING PLATFORM
11. Provide calculation to show detail C/17034 can transfer the proper force to the roof
deck. ·
12. What is connection for the column to the slab? Is the connection adequate to
transfer the shear to the slab?
SEAM BUFFER PLATFORM
13. Provide detail and comment to show how the laten;3I force at platform transfer to the
_ W8x28 columns.
14. Provide calculation to show detail C/1'7034 can transfer the proper force to the roof
. deck. ·
15. What is co!lnection for the column to the slab? Is the connection adequate to
transfer the shear to the slab?
MISCELLANEOUS
16. Obtain Fire Department approval for groups F, M and S occupancy storage per
UBC Sections 306.8, 309.8 and 311.8.
17. Note on the plans that the rack design loads will be posted per Section 1604.5.
18. Provide forklift protection per Section 2231.5.-(if applicable)
19. To sp~ed up the review process, note on this list (or a copy) where each correction
item has been addressed, i.e., plan sheet, note or detail number, calculation page,
etc.
20. 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 th~y are located in the plans.
Carl~bad 98-3424
1'0/20/98 Have changes-been made to the plans not resulting from this correction list? Please
indicate:
D Yes D No
21. 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.
Carl~bad 98-~424
10/20/98
VALUATION AND PLAN CHECK FEE
.JURISDICTION: Cadsbad.
PREPARED BY: David Yao
. BUILD.ING ADDRESS: 2180 Rutherford Road
BUILDING OCCUPANCY: F-1/S-1/B
PORTION BUILDING AREA
(ft2)
. pl~tform -
Air ConditioninQ
Fire Sprinklers
TOTAL VALUE
..
PLAN CHECK NO.: 98-3424
DATE: 10/20/98
:YYPE OF CONSTRUCTION: V-N
VALUATION VALUE
MULTIPLIER ($)
260000
(per city)
O· 1:99 USC Building Permit Fee cgi Bldg. Permit Fee by ordinance: $ 1181.08
D 199 UBC Plan Check Fee cgi Plan Check Fee by ordinance: $ 767. 7
Type of Review: D Complete Review D Structural Only D Hourly
D Repetitive Fee Applicable D Other:
Esgil Plan Review Fee: $ 614.16
Comments:
Sheet 1 of 1
macvalue.doc 5196
~' ,,
'
City of Carlsbad
M #i h· 11 h44 Ii h· 1 •14 ·fhii; ,14 h I
BUILDING PLANCHECK CHECKLIST
DATE: /0 -/9-Cj f . PLANCHECK NO.: . CB 9 cf 0 4-d 4-
BUILDING ADDRESS: o(/ J?O ~
PROJECT DESCRIPTION: ,( _ c! ~
ASSESSOR'S PARCEL NUMB~ ~ =, EST. VALUE:
ENGINEERING DEPARTMENT
APPROVAL. DENIAL
The item you have submitted for review has been
approved. The approval is based on plans,
information and/or specifications provided in yo1,1r
submittal; therefore any changes to these items after
this date; including field modifications, must be
·reviewed by this ·office to insure continued
conformance with applicable codes. Please review
carefully all comments attached, as failure to comply
with instructions in this report can result in
suspension of permit to build.
Please see the attached report of deficiencies
marked with 0. Make necessary corrections to plans
or specifications for compliance with applicable
codes and standards. Submit corrected plans and/or
specifications to this office for review.
A Right-of-Way permit is requited prior to
construction of the following improvements:
By:
By:
By:
Date:
Date: -'-----~---
Date: --------
· FOR OFFICIAL USE ONLY
ENGINEERING AUTHORIZATION 'l"O ISSUE BUILDING :PERMIT: ff) . ~ ;a/~/. .r> -·By:_~::)?Q~ ·· Date: ~/f/'9,6
ENGINEERING DEPT. CONTACT PERSON
Name: Michele Masterson
City of Carlsbad
:ATTACHMENTS
Dedication Application
Dedication Checklist
Improvement Application
Improvement Checklist
Address: 2075 Las Palmas Dr., Carlsbad, CA 92009
Future -Improvement Agreement
Grading Permit Application
Grading Submittal Checklist
Right-of-Way Permit Application
Right-of-Way Permit Submittal Checklist
and Information Sheet
Sewer Fee Information Sheet
Phone: (619) 438-1161, ext. 4315
CFD INFORMATION
Parcel Map No:
Lots:
Recordation:
Carlsbad Tract:
\11.ASPALMAS\SYSILIBRARY\ENGIWORD\OOCSICHKLST\Building Plancileck Cklsl BP0001 Form MM.doc ,.
A-4
Rev.09'03'~075 Las Palmas Dr . .; Carlsbad, CA 92009-'1576 • (619) 438-1161 • FAX (619) 438-0894
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BUILDING PLANCHECK CHECKLIST
SITE PLAN
1. Provide a fully dimensioned site plan drc~wn to scale. Show:
A North Arrow D. Property Lines
B. Existing & Proposed Structures E. Easements
C. Existing Street Improvements F. Right-of-Way Width & Adjacent Streets
G. Driveway widths
2. Show on site plan:
A Drainage Pattern$
1. Building pad surface drainage must maintain a minimum slope of one
percent towards an adjoining street or an approved drainage course.
2. ADD THE FOLLOWING NOTE: "Finish grade will provide a. minimum positive
drainage· qf 2% to swale 5' away from building."
a. Existing & Proposed Slopes and Topography
3. Include on title sheet:
A Site address
.B. Assessor's Parcel Number
C. Legal Description
For commercial/industrial buildings and tenant improvement projects, include:
· total building square footage with the square footage for each different use,
existing sewer permits showing square footage of different uses (manufacturing,
warehouse, office, etc.) previously approved.
EXISTING PERMIT NUMBER
S 1:-J'i?OOh 0
DESCRIPTION
~hell CJ11/:f-f:t!.e'cl Wttre Aa~e_
h 3 ,1 5 44-(Z( o£+',-c_e TI-
DISCRETIONARY APPROVAL COMPLIANCE
4a. Project does not comply with the following Engineering Conditions of approval for
Project No .. _______________________ _
4b. All conditions are in compli~nce. Date: _________ _
\\LASPALMASISYSIJ.IBRARY\ENGIWORO\OOCS\CHKLST\BuMdlng Plancheci< Cklst BP0001 Fonn MM.doc
Rev. 09/03/97 2
0 0
0 0
BUILDING PLANCHECK CHECKLIST
DEDICATION REQUIREMENTS
5. Dedication for all street Rights-of-Way adjacent to the building site and any storm
drain or utility easements on the building site is required for all new buildings and
for remodels with a value at or exceeding·$ ______ , pursuant to Carlsbad
Municipal Code Section 18.40.030.
Dedication required as follows: ___________________ _
Dedication required. Please have a registered Civil Engineer or Land Surveyor
prepare the appropriate legal description together with an 8 ½" x 11" plat map
and submit with a title report. All easement documents must be approved and
signed by owner(s) prior to issuance of Building Permit. Attached please find an
application form and submittal checklist for the dedication process. Submit the
completed application form with the required checklist items and fees to the
Engineering Department in person. Applications will not be accept by mail or fax.
Dedication completed by:----'----------Date: ____ _
IMPROVEMENT REQUIREMENTS
6a. All needed public improvements upon and adjacent to the building site must be
constructed at time of building construction whenever the value of the
construction exceeds $ ________ _, pursuant to Carlsbad Municipal Code
Section 18.40.040.
Public improvements required as follows: _____________ _
Attached please find an application form and submittal checklist for the public
improvement requirements. A registered Civil Engineer must prepare the
appropriate improvement plans and submit them together with the-requirements
on the attached checklist to the Engineering Department through a separate plan
check process. The completed application form and the requirements on the
checklist must be submitted in person. Applications by mail or fax are not
accepted. Improvement plans rnust be approved, appropriate securities posted
and fees paid prior to issuance of building permit.
· Improvement Plans signed by: _________ _ Date: -----
6b. Construction of the public improvements may be deferred pursuant to Carlsbad
Municipal Code Section 18.40. Please submit a recent property title report or
current grant deed on the property and processing fee of $ _______ so
we may prepare the necessary Future Improvement Agreement. This agreement
must be signed, notarized and approved by the City prior to issuance of a
Building permit.
Future public improvements required as follows:
\ILASPALMAS\SYS\I.IBRARY\ENG\WORD\DOCSICHKLST\llullding Plancheck Cklst BP0001 Fann MM.doc
Rev. 09/03197 3
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BUILDING PLANCHECK CHECKLIST
6c. Enclosed please find your · Future Improvement Agreement. Please return
agreement signed and notarized to the Engineering Department.
Future Improvement Agreement completed by:
Date:
6d. No Public tmprovements required. SPECIAL NOTE: Damaged or defective
improvements found adjacent to building site must be repaired to the satisfaction·
of the City Inspector prior t6 occupancy.
GRADING PERMIT REQUIREMENTS
The conditions that invoke the need for a grading permit are found in Section
11.06.030 of the Municipal Code~
7a. Inadequate information available on Site Plan to make a determination on grading
requirements. Include accurate grading quantities (cut, fill import, export).
CJ 7b. Grading Permit required. A separate grading plan prepared by a registered Civil
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Engineer must be submitted together with the completed application form
attached. NOTE: The Grading Permit must be issued and rough grading
approval obtained prior to issuance of a Building Permit. ·
<,3rading Inspector sign off by: Date: ------------
7c. Graded Pad Certification required. (Note: Pad certification may be required even
if a grading permit is not required.)
.
7d.No Grading Permit required.
7e.lfgrading is not required, write "No Grading" on plot plan.
MISCELLANEOUS PERMITS
8. A RIGHT-OF-WAY PERMfT is required to do work in City Right-of-Way and/or
private work adjacent to the public Right-of-Way. Types of work include, but are
not limited to: street ·improvements, tree trimming, driveway construction, tieing
into public storm drain, sewer and water utilities.
Right-of-Way permit required for:
H.IWORO\OQCS\CHKLS1'Bu(ldu,g Plancheck Ckls! BPOOOI Fonn·MM.doc 4 Rev. 09/03/97
1st,/ 2nd.I 3rd,/
Q Q Q
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BUILDING PLANCHECK CHECKLIST
9. A SEWER .PERMIT is required concurremt with the building permit issuance. The
fee is noted in the fees section on the following page.
10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad
sewer service area, you need to contact the Carlsbad Municipal Water District,
located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can
provide forms arid as~istance, and will check to see if your business enterprise is
on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for
assistance.
Industrial Waste permit accepted by:
Date:
11. NPDES PERMIT
Complies with the City'$ requirements of the National Pollutant Discharge
Elimination System (NPD~S) permit. The applicant shall provide best
management practices to reduce surface pollutants to an acceptable level prior to
discharge to sensitive areas. Plans for such improvements shall be approved by
the City Engineer prior to issuance of grading or building permit, whichever
occurs first.
12. Q .,.Required fees are attached
· ii;( No fees required
13. Additional Comments:
~~~:~~::\SYS\LIBRARY\ENGIWORD\OOCSICHKLS11Build1ng Plancheck Cklst BP0001 Fann MM.doc 5
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PLANNING DEPARTMENT
BUILDING PLAN CHECK REVIEW CHECKLIST
Address 62. / 8 0 ~
Phone (619) 438-1161, extension __ _
Plan Che~ No~. cs'L5 'f), '-/
Plannerll• =---......... -------------~-
AP N: -------.,--=---#1-------,----------,r-r-l-=--------
Type of Project and Use:Af .. -rz: Project Density: __ ~ ____ 0.__/-f--'------
Zoning: -m General Plan: f'-C: Fa6ilities Management Zone: 5 ;if, ·
~.,,,_,__Date of participation: ______ Remaining net dev acres: /-j-
{For non-residential development: Type of land used created by . . \ this permit: __ -_________________ )
Legend: ~ Item Complete ~
Woo Environmental Review Required: YES
Item Incomplete -Needs your action
NO /TYPE ----
efoo
600
DATE OF COMPLETION: ______ _
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approval:
Discretionary Action Required: YES NO / TYPE ----
APPROVAL/RESO. NO. ------,--DATE ___ _
PROJECT NO. _______ _
OTHER RELATED CASES: ----------------------
Compliance with conditions or approval? If not, state conditions which require action.
Conditions of Approval: ---------------------------
Coastal Zone Assessment/Compliance
Project site located in Coastal Zone? YES
CA Coastal Commission Authority? YES
NO/
NO
If California Coastal Commission Authority: Contact them at -3111 Camino Del Rio North, Suite
200, San Diego CA 92108-1725; (619) 521:-8036
. . . pe~ermine sta~us {Coast~I ,Permit ~equired or, Ex.empt):
.. .., "' lo; /,("" '• f ~ ~ \. 'S. '&~ • t, ~..,,. ifJ._.... <\ .... D-~ ,/11, ~ ·~'-;. t
, · ~,~ ::--'··1·• Coa·s:i:al...Permit ·Deterniinatiori Ft>rin.afreacl,y c0mpleted? YES ~NG
t,._.., .~ ,: •;• .r · ~:-. • .) •: rlf ·NO-'complete 'C6astai·--~er-hii~D~terminatiofr Fb'rrri ~6'~'.'-· i ,,. ~ "''. " -~--f I », \--,,,, • ,;;
--Cbastal 'f>ermft, Determiifatio·n ·f:off··#: .. J ~;, · · .,
Follow-Up Actions:
1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum
Floor Plans). \ .
... : '. · · · \ 2) Complete Coastal .permit Determination Log as needed.
efo D lnclusionary Housing Fee required: YES __ NO
(Effective date of lnclusionary Housing Ordinance -May 21, 1993.)
... II-• Da~~ E.'!try .Co,mpl~~ed? YES __ NO __ ,._. · .,
, ,.,
1 c (Enter.'CB ·~ UACT; 'NEXT12;. Construct housing Y /N; Enter fee Anioun1 ($ee fee schedule for amount); Return)
~qo ...
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s;te Plan:
1. ._Pr~vide a fully dimensional sitEf pla.n drawn to scale. Show: North arrow,
property lines, easements, existing and propo~ed structures, streets, existing
street improvements, right-crf'-way width, dimen.sional ·setbacks and existing
topographical lines. · h ·,·,,
2. Provide legal description of property and assessor's parcel number.
Zoning:
1 . Setbacks:
Front: Required ______ _ Shown -------Interior Side: Required ______ _ Shown -------Street Side: Required _________ _ Shown -------Rear: Required -------Shown -------
2. Accessory struCt!,Jre setbacks:
·Front: Required Shown
Interior Side: Required Shown
Street Side: Required Shown
Rear: Requited Shown
Structure separation: Required Shown
3. Lot Coverage: Required Shown
4. Height: Required Shown
5. Parking: Spaces Required Shown
Guest Spaces Required Shown
~~~ Comments
OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE
4\ f,
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-GOLF
·CALLAWAY GOLF B.ALL COMP ANY
· · · MANUFACTURING FACILITY
LOUIS PERRY & ASSOCIATES I ._:?;\ ~-' ' STRUCTURAL CALCULATIONS
:f·-' __ ~.: FOREQlJlPMENTPLATFORMS L\
I ~ ·,, ' : . . . _ _ _ OCTOBER 1, 1998 . \.\,<\I I . L)~ ilt--(REVISED OCTOBER 26, 1998) . 9$]1 .
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-EQUIPMENT
PLATFORMS
STRUC;TURAL
CALCULATIONS
TABLE OF ·CONTE-NTS
A. CORE COOLING CONVEYOR PLATFORMS
(GRAVITY/ SEISMIC/ STEEL DESIGN)
B. INJECTION MOLD DRY HOPPER PLATFORMS
(GRAVITY/ SEISMIC/ STEEL DESIGN)
C. BUFFING COOL HOPPER PLATFORMS
(GRAVITY I SEISMIC/ STEEL DESIGN)
(A-1 to A-22)
(B-1 to B-10)
(C-1 to C-14)
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JOE! TITtE C A /,. L f:n..J /j ~ . PROJECT No. /..1.!!},
DESCRIPTION ----"7L./)-=LA~7'P.~~=~.:::~:c,.;i'k:91:::lc!.!::i..,c_,-ft__ ____ _
CALCULATED fff
CHECKED BY
{1G DAii: ______ _
tp DATE -~:---::-----
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•INC•
JOB TITt.E
DESCRIPTION
CAL~ULATEO BY -I..1---,t...~;__ __
CHECKED FJf ---.L..J<-----
SCALE
----'--L__ __
,/Js/98
DATE--------
SHEET NO. A-31, OF __ ,
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DATE
SHEET No.ft-JC OF' __
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CALCULATED BY 4 1 ( DATE ______ _
CHECKED BY y;:; DATE
SCALE . SHEET_N_O_. ~---'(-:--0-f' ___ _
PERRY;// -1~
& ASSOCIATES \n , .. ·:· i '3 \ • INC • ~>it ,. , ,
PLANNERS • ENGINEERS • ARCHITECTS '·;IJ'AN;(G£M£NT
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LOUIS ·@ PERRY-
. . . ' &. . ASSOCIATES
. , · •INC•
£RS • ENGINEERS • ARCHITECTS • MANAGEMENT
., .. t~ T .... T .....
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DESCRIPTION
CALCULATED BY
CHECKED BY
SCALE
CA Ll..,q hJ A {f . PROJECT No. / 7 D 0
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DATE _______ _
DATE--------
SHEET NO. &...:i OF __
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A-00-.
LOUIS Pl;RRY & ASSOCIATES
165 SMOKERISE DRIVE
WADSWORTH, OH 44281
PHONE NO: (330) 334-1585
FAX NO: (330) 334-1658
Title : CALLAWAY Job# 1706
· Dsgnr: JTC Date: 9:04AM, 28 SEP 98
Description : STRUCTURAL DESIGN
"MIXER MEZZANINE.PLATFORMS"
Scope: .
I Rev: 510001 Steel Beam Design
i
Page 1 ~
Description COOLING CONVEYOR(B1)
I General Information
Steel Section : W8X18
Center Span
Left Cant.
Right Cant
Lu : Unbraced. Length
I Distributed Loads
#1
DL 0.038
LL 0.050
ST
Start Location
End Location 19.000
/ ·Point Loads
#1
Dead Load 2.160
Live Load
Short Term
Location 14.500
19.00 ft
0.00 ft
0.00 ft
3.00 ft
#2
0.072
0.095
14.500
#2
2.200
17.170
Pinned-Pinned
Bm Wt. Added to Loads
LL & ST Act Together
#3 #4
#3 #4
Using: W8X18 section, Span= 19.00ft, Fy = 31:3.0ksi
End Fixity = Pinned-Pinned, Lu = 3.00ft, LDF = 1.000
Moment
fb : Bending Stress
fb/Fb
Shear
fv : Shear Stress
fv / Fv
/ Force & Stress Summary
Actual
19.078 k-ft
15.053 ksi
0.634: 1
5.566 k
2.973 ksi
0.206: 1
Allowable
30.114 k-ft
23.760 ksi
26.960 k
14.400 k~i
Fy 36.ooks,
Load Duration Factor 1.00
Elastic Modulus 29,000.0ksi
#5
#5
#6
#6
Max. Deflection
Length/DL Defl
Length/(DL+LL Defl)
#7
#7
k/ft
k/ft
k/ft
ft
ft
k
k
k
ft
Beam OK
-0.694 in
476.9: 1
328.7: 1
<<--These columns are Dead + Live Load placed as noted -->>
DL LL LL+ST LL LL+ST
Maximum ...Qn!y_ @ Center @Genter @ Cants @Cants
Max. M + 19.08 k-ft 14.10 19.08 k-ft
Max. M-k-ft
Max. M @ Left . k-ft
Max. M @ Right \.. k-ft
Shear@ Left 3.23k 1.90 3·.23 k
Shear @ Right 5.57k 4.57 5.57 k
Center Defl. -0.694in -0.478 -0.694 -0.694 , 0.000 0.000 in
Left Cant Defl O.000in 0.000 Q.000 0.000 0.000 0.000 in
Right Cant Def O.000in 0.d00 0.000 0.000 0.000 0.000 in
... Query Defl@ 0.000ft 0.000 0.090 0.000 0.000 0.000 in
Reaction @ Left 3.23 1.90 3.23 3.23 k
Reaction @ Rt 5.57 4.57 5.57 5.57 k
Fa calc'd per 1.5-1, K*L/r < Cc
'
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(c) 1983-98 ENERCALC c:\ 1706\caliaway.ecw:Calculations KW-0602910, Ver 5.0.6, 15-Jul-1998, Wrn32
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LOUIS PERRY & ASSOCIATES
165 SMOKERISE DRIVE
WADSWORTH, OH 44281
PHONE NO: (330) 334-1585
FAX NO: (330) 334-1658
I Rev: 510001
I .
Title: CALLAWAY Job# 1706
Dsgnr: JTC Date: 9:04AM, 28 SEP 98
Description : STRUCTURAL DESIGN
"MIXER MEZZANINE PLATFORMS"
Scope:
Steel Beam Design Page
2~
Description COOLING CONVEYOR (81)
I Section Properties W8X18
Depth 8.140 in
Width 5.250 in
Web Thick 0.230 in
Flange Thickness 0.330in
Area 5.26in2
lc}1983-98 ENERCALC -
Weight 17.87 #/ft
I-xx 61.90 in4
1-yy 7.97 in4
S-xx 15.209 in3
S-yy 3.036 in3
c:\ 1706\callaway .eON:CalGUlations
r-xx
r-yy
Rt
3.430 in
1.231 in
1.390 in
KW-0602910, Ver 5.0.6, 15-Jul-f9913, Wm32
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LOUIS PERRY & ASSOCIATES
165 SMOKERISE DRIVE
WADSWORTH, OH 44281
PHONE NO: (330) 334-1585
FAX NO: (330) 334-1658
Title : CALLAWAY Job# 1706
bsgnr: JTC Date: 1 :31 PM, 21 SEP 98
Description : STRUCTURAL DESIGN
"MIXER MEZZANINE PLATFORMS"
Scope:
I Rev: 510001 , Steel Beam Design
i
Page 2 ~
Description COOLING CONVEYOR (B1A)
I Section Properties W8X13
Depth 7.990in W~rgfit 13.04 #/ft
Width 4.000in I-xx 39.60 in4
Web Thick 0.230in 1-yy 2.73 in4
Flange Thickness 0.255in S-xx 9.912 in3
Area 3.84in2 S-yy 1.365 in3
(c) 1983-98 ENERCALC c:\1706\callaway.ecw:Calculations
r-xx
r-yy
Rt
3.211 in
0.843 in
1.010 in '
KW-0602910, Ver 5.0.6, 15-Jul-1998, Win32
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LOUIS PERRY & ASSOCIATES
165 SMOKERISE DRIVE
WADSWORTH, OH 44281
PHONI; NO: (330) 334-1585
FAX NO: (330) 334-1658
Title : CALLAWAY Job# 1706
Dsgnr: JTC Date: 8:34AM, 15 SEP 98
Description : STRUCTURAL DESIGN
"MIXER MEZZANINE PLATFORMS"
Scope:
A-7
I Rev: 510001 Steel Beam Design
I
Page 1 ~
Description COOLING CONVEYOR (132)
I General Information
Steel Section: C8X11.5
Center Span
Left Cant.
Right Cant
Lu : Unbraced Length I Distributed Loads
12.00 ft
0.00 ft
0.00 ft.
3,00 ft
Pinned-Pinned
Bm Wt. Added to Loads
LL & ST ActT ogether
Fy 36.ooksi
Load Duration Factor 1.00
Elastic Modulus 29,000.0ksi
#1 #2 #,3 #4 #5 #6 #7
DL 0.040 k/ft
LL 0.050 k/ft
ST k/ft
Start Location ft
End Location 12.000 ft
I Point Loads
#1 #2 #3 #4 #6 #7
Dead Load 0.400 0.400
Live Load 0.500 0.500,
Short Term
Location. 2.500 9.500
Using: C8X11.5 section, Span ::; 12.00ft, Fy = 36.0l<si
End Fixity= Pinned-Pinned, Lu= 3.00ft, LDF = 1.000
Moment
fb.: Bending Stress
fb/Fb
Shear
fv : Shear Stress
fv / Fv
J Force & Stress Summary
Max. M +
Max. M-
Max. M@Left
Max. M @ Right
Shear@Left
Shear @ Right
Center Deft.
Left Cant Deft
Right Cant Def
... Query Deft@
Maximum
4.08k-ft
1.51 k
1.51 k
-0.120 in
0;000in
O.OOOin
0.000ft
Reaction@ Left 1.51
Reaction @ Rt 1.51
Fa calc'd .per 1.5-1, K*Ur < Cc
Actual
4.077 k-ft
6.002 ksi
0.278; 1
1.509 k
0.857 ksi
0.060: 1
DL ...Qn!y_ .
f.93
0.71
0.71
-0.056
0.000
0.000
0.000
0.71
0.71
Allowable
14.670 k-ft
21.600 ksi
25.344 k
14.400 ksi
k
k
k
ft
Beam OK
Max. Detlection -0.120 in
Length/DL Deft 2,553.1 : 1
Length/(DL+LL Deft) 1,201.8: 1
<<-These columns are Dead + Live Load placed as noted -->>
LL
@Center
4.08
1.51
1.51
-0.120
0.000
0.000
0.000
1.51
1.91
LL+ST
@Center
-0.120 ·o.ooo
0.000
0.000
1.51
1.51
LL
@Cants
0.000
0.000
0.000
0.000
LL+ST
@Cants
k-ft
k-ft
k-ft
k-ft
k
k
0.000 in
0.000 in
0.000 in
0.000 in
k
k
t
t
I
I
(c) 1983-98 ENERCALC c:\1706\callaway.ecw:C~lculations KW-0602910, Ver 5.0.6, 15-Jul-1998, Wm32
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LOUIS PERRY & ASSOCIATES
165 SMOKERISE DRIVE
WADSWORTH,. OH 44281
PHONE NO: (330) 334-1585 ·
FAX NO: (330) 334-1658
I Rev: 510001 . ,
j,.
Title: ·CALLAWAY Job# 1706
Dsgnr: JTC Date: 8:34AM, 15 SEP 98
Description : STRUCTURAL DESIGN
"MIXER MEZZANINE PLATFORMS"
Scope:
Steel Beam Design Page
Description COOLING CONVEYOR (B2)
I Section Properties C8X11.5 ·
Depth 8.000in
Width 2;260 in
Web Thick 0.220in
Flange Thickness 0.390in
Area 3.38in2
(c) 1983-98 ENERCALC
Weight 11.48 #/ft
I-xx 32.60 in4
1-yy 1.32 in4
S-xx 8.150 in3
S-yy 0.782 in3
c:\ 1706\callaway ,ecw:Calculations
r-xx
r-yy
3.106 in
0.625 in
I
KW-0602910, Ver 5.0.6, 15-Jul-1998, Wm32
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LOUIS PERRY & ASSOCIATES
165 SMOKERISE DRIVE
WADSWORTH, OH 44281
PHONE NO: (330) 334.,.1585
FAX NO: (330) 334-1658
Title~ CALLAWAY Job# 1706
Dsgnr: JTC Date: 8:32AM, 15 SEP 98
Description : STRUCTURAL DESIGN
"MIXER MEZZANINE PLATFORMS"
Scope:
I Rev: 510001 Steel Beam Design Page
I
Description COOLING CONVEYOR (B3)
I General Information
Steel·Section: C8X11.5
Center Span
Left Cant.
Right Cant
Lu : Unbraced Length I Distributed Loads
17.50 ft
O.dO ft
0.00 ft
3.00 ft
Pinned-Pinned
Bm Wt. Added to Loads
LL & ST Act Together
Fy M.boks1
Load Duration Factor 1.00
Elastic Modulus 29,000.0ksi
#1 #2 #3 #4 . #5 #6 #7
DL 0.040
LL 0.050 st
Start Location
End Location 17.500
Using: CSX 11.5 section, Span = 17.50ft, Fy = 36.0ksi
End Fixity= Pinned-Pinned, Lu = 3.00ft, LDF = 1.000
Moment
fb : Bending Stress
fb/Fb
Shear
fv : Shear Stress
fv I Fv
I Force & Stress Summary
Maximum
Max. M+ 3.88k-ft
Max. M-
Max.M@Left
Max. M @Right
Shear@ Left 0.89k
Shear @ Right 0,89k
Center Defl. -0.227in
Left Cant Defl 0;000in
Right Cant Def O.OOOin
... Query Defl @ 0.000ft
Reaction @ Left 0.89
Reaction @ Rt . 0.89
Fa calc'd per 1.5-1, K*Ur < Cc
C8X11.5
Actual
3.885 k-ft
5.720 ksi
0.265: 1
0.888 k
0.505 ksi
0.035: 1
DL
....Qn!y_
1.97
0.45
0.45
-0.115
0.000
0.000
O.QOO
0.45
0.45
Allowable
t4.670 k-ft
21.600 ksi
25.344 k
14.400 ksi
Max. Deflection
Length/DL Def!
Length/(DL +LL Defl)
k/ft
k/ft
k/ft
ft
ft
Beam OK
-0.227 in
1,827.5: 1
927.1 : 1
«-These columns are Dead + Live Load placed as noted ->>
LL LL+ST LL LL+ST
(@. Center (@. Center (@. Cants (@. Cants
3.88 k-ft
k-ft
k-ft
k-ft
0.89 k
0.89 k
-0.227 -0.227 0.000 0.000 in
0.000 0.000 0.000 0.000 in
0.000 0;000 0.000 0.000 in
0.000 0:000 0.000 0.000 in
0.89 0.89. k
0.89 0.89 k
I Section Properties
Depth 8.000 in Weight 11.48 #/ft r-xx 3.106 in
Width 2.260in I-xx 32.60 in4 r-yy 0.625 in
Web Thick 0.220in 1-yy 1.32 in4
Flange Thickness 0.390in S-xx 8.150 in3
Area 3.38in2 S-yy 0.782 in3
A-9
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(c) 1983-98 ENERCALC c:\ 1706\callaway.eqw:Calculations KW-0602910, Ver 5.0.6, 15-Jul-1998, Wm32
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LOUIS PERRY & ASSOCIATES
165 SMOKERISE DRIVE
WADSWORTH, OH 44281
PHONE NO: (330) 334-1585
FAX NO: (330) 334-1658
Title : CALLAWAY Job# 1706
Dsgnr: JTC Date: 9:18AM, 15 SEP 98
Description : STRUCTURAL DESIGN
_ "MIXER MEZZANINE PLATFORMS"
ScQpe:
I Rev:510001 Steel Beam Design
/
Page 1 ~
Description COOLING CONVEYOR (84)
I General Information
Fy 36.obks, Steel Section: W8X18
Center Span
Pinned-Pinned Load Duration Factor 1.00
Left Cant.
19.00 ft
0.00 ft
0.00 ft
4.00 ft
em Wt. Added to Loads
LL & ST Act Together
Elastic Modulus 29,000.0 ksi
Right Cant
Lu , Unbraced Length
I Distributed Loads
#1
0.100
0.133
#2
0.250
#3 #4 #5 #6 #7
DL
LL
ST
Start Location 4.000
End Location 16.000
6.000
14.000
Using: W8X18 section, Span= 19.00ft, Fy = 36.0ksi
End Fixity= Pinned-Pinned, Lu= 4.00ft, LDF = 1.000
Moment
fb : Bending Stress
fb/ Fb
Shear
fv : Shear Stress
fv I Fv
I Force & Stress Summary
Maximum
Max. M + 17.35k-ft
Max. M-
Max. M@Left
Max. M @ Right
Shear@Left
Shear @ Right
Center Defl.
Left Cant Defl
Right Cant Def
... Query Defl@
2.44k
2.69k
-Q.601 in
0.000in
0.000in
0.000ft
Reaction @ Left 2.44
Reaction @ Rt 2.69
Fa calc'd per 1.5-1, K*Ur < Cc
Actual
17.346 k-ft
13.686 ksi
0.576: 1
2.694 k
1.439 ksi
0.100: 1
DL
....Qn!y_
12.17
1.69
1.85
-0.418
0.000
0.000
0.000
1.69
1.85
Allowable
30.114 k-ft
-23.760 ksi
26.960 k
14.400 ksi
Max. Deflection
Length/DL Defl
Length/(DL +LL Defl)
k/ft
k/ft
k/ft
ft
ft
Beam OK
-0.601 in
544.8: 1
379.7: 1
<<--These columns are Dead + Live Load placed as noted -->>
LL LL +ST LL LL +ST
. @ Center @ Center @ Cants @ Cants
17.35 k-ft
2.44
2.69
-0.601 -0.601
0.000 0.000
0.000 0.000
0.000 0.000
'2.44 2.44
2.69 2.69
0.000
0.000
0.000
0.000
k-ft
k-ft
k-ft
k
k
0.000 in
0.000 in
0.000 in
0.000 in
k
k
I Section Properties W8X18
Depth 8.140 in · We,gfit 17.87 #/ft r-xx 3.430 in
1.231 in
1.390 in
Width 5.250 in I-xx 61.90 in4 r-yy
Web Thick 0.230 in 1-yy 7.97 in4 Rt
Flange Thickness 0.330 in S-xx 15.209 in3
Area 5.26 in2 S-yy 3.036 in3
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(c) 1983-98 ENERCALC c:\ 1706\callaway.ecw:Calculations KW-0602910, Ver 5.0.6, 15-Jul-1998, Win32
I LOUIS PERRY & ASSOCIATES
165 SMOKERISE DRIVE
A-10,,_
Title: CALLAWAY Job# 1706
Dsgnr: JTC Date: 8:06AM, 15 OCT 98
I"·, WADSWORTH, OH 44281
-;PHONE NO: (330) 334-1"585 --
FAX NO: (330) 334-1658
Qescription : STRUCTURAL DESIGN
"MIXER MEZZANINE PLATFORMS"
Sgope:
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I Rev: 510001
' Description -CORE COOLING (B5)
I General Information
Steel Section : W8X18
Center Span
Left Cant.
Right Cant
Lu : Unbraced Length
17.50 ft
0.00 ft
0.00 ft.
17.50 ft
Steel Beam Design
Pinned-Pinned
Bm Wt. Added to Loads
LL & ST Act Together
Page 1 ~
Fy M.boks1 t
Load Duration Factor 1.00
Elastic Modulus 29,000.0ksi
I Point Loads ·
#1
1.400
#2
1.400
#3 #4 #5 #6 #7 I
Dead Load
Live Load
Short Term
Location 4.100 13.770
Using: W8X18 section, Span= 17.50ft, Fy = 36.0ksi
End Fixity= Pinned-Pinned, Lu= 17.50ft, LDF = 1.000
Moment
fb : Bending Stress
fb/ Fb
Shear
fv : Shear Stress
fv I Fv
I Force &·stress Summary
Actual
6.189 k-ft
4.884 ksi
0.402: 1
1.586 k
0.847 ksi
0.059: 1
Allowable
15.414 k-ft
12.162 ksi
· 26.960 k
14.400 ksi
k
k
k
ft
Beam OK
Max. Deflection -0.209 in
Length/DL Def! 1,002.8 : 1
Length/(DL +LL Def!) 1,002.8 : 1
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«--these columns are Dead + Live Load placed as noted --»
Maximum
Max. M + 6.19k-ft
Max. M-
Max. M@Left
Max. M @ Rigtlt
Shear@ Left
Shear @ Right
Center Def!.
Left Cant Def!
Right Cant Def
... Query Def! @
1.53k
1.59k
-0.209in
O.OOOin
O.OOOin
0.000ft
Reaction @ Left 1.53
Reaction @ Rt 1.59
Fa calc'd per 1 :5-2, K*L/r > Cc
j Section Properties W8X18
Depth 8.140 iri
Width 5.250 in
Web Thick
Flange Thickness
Area
{c) 1983-98 ENERCALC
0.230in
0.330in
s.i6in2
DL
_Q!JJy_
6.1S
1.53
1.59
-0.209
0.000
0.000
0.000
1.53
1.59
Weight
I-xx
1-yy
$-xx
S-yy
LL
@Center
0.000
0.()00
0.000
0.000
LL+ST
@Center
-0.209
0.000
0.000
0.000
1.53
1.59
17.87 #/ft
61.90 in4
7.97 in4
15.209 in3
3.036 in3
c:\jtc\ 1706\callaway.ecw:Calculations
LL
@Cants
0.000
0.000
0.000
0.000
r-xx
r-yy
Rt
LL+ST
@Cants
k-ft
k-ft
k-ft
k-ft
k
k
0.000 in
0.000 in
0.000 in
0.000 in
k
k
3.430 in
1.231 in
1.390 in
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KW-0602910, Ver 5.0.6, 15-Jul-1998, Win32 \ i
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LOUIS PERRY & ASSOCIATES
165 SiVIOKERISE DRIVE
WADSWORTH, OH 44281
PHONE NO: (330) 334-1585
FAX NO: (330) 334-1658
A-JO
Title : CALLAWAY Job# 1706 h
Dsgnr: JTC Date: 7:45AM, 17 OCT 98
Description : STRUCTURAL DESIGN
"MIXER MEZZA~INE PLATFORMS"
Scope:
I Rev: 510001, Steel Beam Design
t
Description CORE COOLING (B5) (weak-axis)
I General· Information
Steel Section: W8X18
Center Span
Left Cant.
Right Cant
Lu : Unbraced Length
17.50 ft
0.00 ft
0.00 ft
1,7.50 ft
Pinned-Pinned
Bm Wt. Added to Loads
LL & ST Act Together
Minor Axis Bending !
Page 1 ~
Fy 36.obks, I
Load Dwation Factor 1.33
Elastic Modulus 29,000.0ksi
I Point Loads
#1 #2 #3, #4 #5 #6 #7 I
Dead Load
Live Load
Short Term
Location
0,.500
4.100
0.500
13.770
Using: W8X18 section, Span= 17.50ft, Fy = 36.0ksi
End Fixity= Pinned-Pinned, Lu= 17.50ft, LDF = 1.330
Moment
fb : Bending Stress
fb/ Fb
Shear
fv : Shear Stress
fv I Fv
I Force & Stress Summary ·
Actual
2.645 k-ft
10.452 ksi
0.291': 1
0.667 k
0.356 ksi
0.025: 1
Allowable
9.086 k-ft
35.910 ksi
49.896 k
14.400 ksi
Max. Deflection
Length/DL Defl
Length/{DL +LL Defl)
k
k
k
ft
Beam OK
-0.686 in
1,287.4: 1
306.3: 1
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<<--These columns are Dead + Live Load placed as noted ->>
DL LL LL+ST LL LL+ST
Maximum ...Qn!y_ @Center @ Center (@. Cants @ Cants
Max. M + 2.64k-ft 0.68 2.64 k-ft
Max. M-k-ft
Max. M@Left k-ft
Max. M @ Right k-ft
Shear@Left 0.65k 0.16 0.65 k
Shear@ Right 0.67k 0.16 0.67 k
Center Def!. -0.686in -0.163 0.000 -0.686 0.000 0.000 in
Left Cant Defl O.OOOin 0.000 0.000 0.000 0.000 0.000 in
Right Cant Def O.OOOin 0.000 0.000 0.000 0.000 0.000 in
.•• Query Defl@ 0.000ft 0.000 0.000 0.000 0.000 0.000 in
Reaction @ Left 0.65 0.16 0.65 k
Reaction @ Rt 0.67 0.16 0.67 k
Fa calc'd per 1.5-2, K*Ur > Cc
I Section Properties W8X18 t
Depth 8.140 in We1gfit 17.87 #/ft r-xx 3.430 in
Width 5.250in I-xx 61.90 in4 r-yy 1.231 in
Web Thick 0.230in 1-yy 7.97 in4 Rt 1.390 in
Flange Thickness 0.330in S-xx 15.209 in3
Area 5.26in2 S-yy 3.036 in3
• I/DZ+. 2.'7/:: I:, I.., < I ' .
t -tJ~.J-~ .. ~ .. '> :-., :
(c) 1983-98 ENERCALC
. .S-;:' . ...:..:------~
c:~tc\ 1706\callaway .ecw:Qalculations KW-0602910, Ver5.0.6, 15-Jul-1998, Wm32 -
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LOUIS PERRY & .ASSOCIATES
165 SMOKERISE DRIVE
WADSWORTH, OH 44281
PHONE NO: (330) 334-1~85
FAX NO: (330) 334-1658
Title : CALLAWAY Job# 1706
Dsgnr: JTC Date: 8:06AM, 15 OCT 98
Description : STRUCTURAL DESIGN
"MIXER MEZZANINE PLATFORMS"
Scope:
A-JO<..
I Rev: 51~01 Steel Beam Design
'
Page 1 ~
Description CORE COOLING (86)
I General Information
Steel Section : C8X11.5
Pinned-Pinned
Center Span 11.67 ft Bm Wt. Added to Loads
Left Cant. 0.00 ft LL & ST Act Together
Right Cant 0.00 ft
Lu : Uribraced Length 3.00 ft I Distributed Loads
#1 #2 #3 #4
DL
LL 0.088
ST
Start Location
End Location 11.670
I Point Loads
#1 #2 #3 #4
Dead Load
Live Load 0.840 0.660 1.500 1.500
Short Term
Location 2.250 9.500 9.000 4.600
Using: CSX 11.5 section, Span = 11.67ft, Fy = 36.0ksi
End Fixity = Pinned-Pinned, Lu = 3.00ft, LDF = 1.000
Moment
fb : Bending Stress
fb/ Fb
Shear
fv : Shear Stress
fv I Fv
I Force & Stress Summary
Actual
9.083 k-ft
13.373 ksi
0.619 : 1
3.028 k
1.720 ksi
0.119: 1
Allowable
14.670 k-ft
21.600 ksi
25.344 k
14.400 ksi
Fy 36.ooks,
Load Duration Factor 1.00
Elastic Modulus 29,000.0ksi
#5
#5
#6.
#6
Max. Deflection
Length/DL Deft
Length/(DL +LL Deft)
#7
k/ft
k/ft
k/ft
ft
ft
#7
k
k
k
ft
Beam OK
-0.236 in
27,633.7: 1
592.9: 1
<<--' These columns are Dead + Live Load placed as noted -->>
Max. M +
Max. M-
Max. M@Left
Max. M @ Right
Shear@Left
Shear @ Right
Center Deft.
Left Cant D.efl
Right Cant Def
... Query Deft @
Maximum
9.08k-ft
2.63k
3.03k
-0.236in
0.000in
0.000in
0.000ft
Reaction @ Left 2.63
Reaction @ Rt 3.03
Fa calc'd per 1.5-1, K*Ur < Cc
DL
...Qn!y_
0.20
0.07
0.07
-0.005
0.000
0.000
0.000
0.07
0.07
LL
@Center
9.08
2.63
3.03
-0.236
0.000
0.000·
0.000
2.63
3.03
LL+ST
@Center
-0.236
0.000
0.000
0.000
2.63
3.03
LL
@Cants
0.000
0.000
0.000
0.000
LL+ST
@Cants
k-ft
k-ft
k-ft
k-ft
k
k
0.000 in
0.000 in
0.000 in
0.000 in
k
k
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(c) 1983-98 ENERCALC c:~tc\ 1706\callaway .ecw:Calculations KW-0602910, Ver 5.0.6, 15-Jul-1998, Wm32
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LOUIS PERRY & ASSOCIATES
165 SMOKERISE DRIVE
WADSWORTH, OH 44281
PHONE NO: (330) 334-1585
FAX NO: (330) 334-1658
LR•v: 510001
I
Description CORE COOLING (86)
I Section Properties C8X11.5
. Depth ff.ODO in
Width 2.260 in
Web Thick
Flange Thickness
Area·
(c) 1983-98 ENERCALC
0.220 in
0.390 in
3.38 in2
Title: CALLAWAY Job# 1706
Dsgnr: JTC Date: 8:06AM, 15 OCT 98
Description : STRUCTURAL DESIGN
"MIXER MEZZANINE PLATFORMS" -Scope:
Steel Beam Design Page
Weight
I-xx
1-yy
S-xx
S-yy
11.48 #/ft
32.60 in4
1.32 in4
8.150 in3
0.782 in3
r-xx
r-yy
3.106 in
0.625 in
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c:~tc\ 1706\callaway .ecw:Calculations KW-0602910, Ver 5.0.6, 15-Jul-1998, Win32
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LOUIS PERRY & ASSOCIA res
165 SMOKERISE DRIVE
WADSWORTH, OH 44281
PHONE NO: (330) 334-1585
FAX.NO: (330) 334-1658
Title : CALLAWAY Job# 1706 A--/ 0 f
Dsgnr: JTC Date: 8:15AM, 15 OCT 98
Description : STRUCTURAL DESIGN
"MIXER MEZZANINE PLATFORMS"
Scope:,
I Rev: 510001 Steel Beam Design
i
Page 1 ~
Description CORE COOLING (B7)
I General Information
Steel Section: W8X18
· Center Span
Left Cant.
Right Cant
Lu : Unbraced Length
12.00 ft
0.00 ft
0.00 ft
1.50 ft
Pinned-Pinned
Bm Wt. Added to Loads
LL & ST Act,Together
Fy M.boks1
Load Duration Factor 1.00
Elastic Modulus 29,000.0ksi
I Point Loads
#1 #2 #3 #4 #5 #6 #7
Dead Load
Live Load 1.200
Short Term
Location 2.250
1.500
9.500
3.000
9.000
Using: W8X18 section, Span= 12.00ft, Fy = 36.0ksi
End Fixity = Pinned-Pinned, Lu = 7.50ft, LDF = 1.000
· Mbment
fb: Bending Stress
fb/Fb
Shear
fv : Shear Stress
fv/ Fv
I Force & Stress Summary
Actual
15.364 k-ft
12.123 ksi
0.561 : 1
4.920 k
2.628 ksi
0.182: 1
3.000
4.600
Allowable
27.376 k.:ft
21.600 ksi
26.960 k
14.400 ksi
Max. Deflection
Length/DL Deft
Length/(DL +LL Deft)
k
k
k
ft
Beam OK
-0.225 in
31,010.7: 1
639.5: 1
<<--These columns are Dead + Live Load placed as noted -->>
Maximum
Max. M + 15.36 k-ft
Max. M-
Max. M@Left
Max. M @ Right
Shear@Left
Shear @ Right
Center Deft.
Left Cant Def!
Right Cant Def
... QueryDefl@
3.99k
4.92k
-0.225in
O.OOOin
o.oooin
0.000ft
Reaction @ Left 3.99
Reaction @ Rt 4.92
Fa calc'd per 1.5-2, K*Ur > Cc
I Section Properties W8X18
Depth 8.140 in
Width 5.250 in
Web Thick
Flange Thickness
Area
0.230in
0.330in
5.26in2
DL
_QnJy_
0.32
0.11
0.11
-0.005
0.000
0.000
0.000
0.11
0.11
We,gfit
I-xx
1-yy
S-xx
S-yy
LL
@Center
15.36
3.99
4.92
-0:225
0.000
0.000
0.000
3.99
4.92
LL+ST
@Center
-0.225
6.000
0.000
0.000
3.99
4.92
17.87 #/ft
61.90 in4
7.97 in4
1'5.209 in3
3.036 in3
LL
@Cants
0.000
0.000
0.000·
0.000
r-xx
r-yy
Rt
LL+ST
@Cants
k-ft
k-ft
k-ft
k-ft
k
k
0.000 in
0.000 in
0.000 in
0.000 in
k
k
3.430 in
1.231 in
1.390 in
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(c) 1983-98 ENERCALC c:~tc\:t 706\c.allaway .ecw:Calculations KW-0602910, Ver 5.0.6, 15-Jul-1998, Wm32
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LOUIS PERRY &ASSOCIATES
165 SMOKERISE DRIVE
WADSWORTH, OH 44281
PHONE NO: (330) 334~1585
FAX NO: (330) 334-.1658
Title: CALLAWAY Job# 1706
Dsgnr: JTC Date: 8:54AM, 15 SEP 98
Description : STRUCTURAL DESIGN
"MIXER MEZZANINE PLATFORMS"
Scope:
A-,,
I Rev: 510001 Steel Beam Design
'
Page 1 ~
Description COOLING CONVEYOR (G1)
I General Information
Steel Section: W8X18
Center Span
Left Cant.
Right Cant
Lu : Unbraced Length
14.25 ft
0.00 ft
0.00 ft
3.00 ft
Pinned-Pinned
Bm wt. Added to Loads
LL & ST Act Together
Fy 36.ooks,
Load Duration Factor 1.00
Elastic Modulus 29,000.0ksi
/ Point Loads
#1
1.350
#2
1.350
#3 #4 #5 #6 #7
Dead Load
Live Load
Short Term
Location 3.000
1.350
6.000 9.000
Using: W8X18 section, Span= 14.25ft, Fy = 36.0ksi
End-Fixity= Pinned-Pinned,. Lu= 3.00ft, LDF = 1.000
Moment
fb : Bending Stress
fb/ Fb
Shear
fv : Shear Stress
fv /·Fv
I Force & Stress Summary .
Actual
11.734 k-ft
9.259 ksi
0.390: 1
2.969 k
1.586 ksi
0.1·10: 1
1.350
12.000
Allowable
3.0.114 k-ft
23.760 ksi
26.960 k
14.400 ksi
Max. Deflection
Length/DL Deft
Length/(DL +LL Deft)
k
k
k
ft
Beam OK
-0.238 in
71.8.1 : 1
718.1 : 1
<<--These columns are Dead + Live Load placed as noted -->>
Maximum
Max. M + 11.73k-ft
Max. M-
Max. M@Left
Max. M @ Right
Shear@Left
Shear @ Right
Center·Defl.
Left Cant Defl
Right Cant Def
... Query Defl@
2.69k
2.97k
-0.238 in
O.OOOin
O.OOOin
0.000ft
Reaction @ Left 2.69
Reaction @ Rt 2.97
Fa calc'd per 1.5-1, K*Ur < Cc
I Section Properties W8X18
Depth 8.140 in
Width 5.250 in
Web Thick
Flange Thickness
Area
0.230in
0.330in
5.26in2
DL
_Qnjy__
. 11.73
2.69
2.97
-0.238
0.000
0.000
0.000
2.69
2.97
Weight
I-xx
1-yy
S-xx
S-yy
LL
@Center
0.000
0.000
0.000
0.000
LL+ST
@Center
-0.238
0.000
0.000
0.000
2.69
2.97
17.87 #/ft
61.90 in4
7.97 in4
15.209 in3
3.036 in3
LL
@Cants
0.000
0.000
0.000
0.000
r-xx
r-yy
Rt
LL+ST
@Cants
k-ft
k-ft
k-ft
k-ft
k
k
0.000 in
0.000 in
0.000 in
0.000 in
k
k
3.430 in
1.231 in
1.390 in
r
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(c) 198$-98 ENERCALC · c:\ 1706\callaway.ecw:Calculations KW-0602910, Ver 5.0.6, 15-Jul-1998, Wm32
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LOUIS PERRY~ ASSOCIATES
165 SMOKERISE DRIVE
WADSWORTH, OH 44281
PHONE NO: (330) 334-1585
FAX NO: (330) 334-1658
Title : CALLAWAY Job# 1706
Dsgnr: JTC Date: 8:59AM, 15 SEP 98
Description : STRUCTURAL DESIGN
"MIXER MEZZANINE PLATFORMS"
Scop~.:
·I Rev: 510001 . · Steel Beam Design Page 1 ~
, Description COOLING CONVEYOR (G2)
I G~neral Information
, Steel Section: W8X18
Center Span
Left Cant.
Right Cant
Lu : Unbraced Length
12.00 ft
0.00 ft
0.00 ft
7.00 ft
, Pinned-Pinn~d
Bm Wt. Added to Loads
LL & ST Act Together
Fy 36.obksi
Load Duration Factor 1.00
Elastic Modulus 29,000.0ksi
I Point Loads
#1
1.500
#2
1.500
#3 #4 #5 #6 #7
Dead Load
Live Load
Short Term
Location 2.500 9.500
Using: W8X18 section, Span= 12.00ft, Fy = 36.0ksi
End Fixity = Pinned-Pinned, Lu = 7.00ft, LDF = 1 ;QQO
Moment
, fb , Bending Stress
fb/Fb
Shear
fv : Shear Stress
fv/ Fv
I Force & Stress Summary
Maximum
Max. M+ 4.07k-ft
Max. M-
Max. M@Left
Max. M @ Right
Shear@Left 1.61 k
Shear @ Right 1.61 k
Center Defl. -0.066-in
Left Cant Defl O.OOO'in
Right Cant Def ·O.OOOin
... Query Defl @ 0.000ft
Reaction @ Left 1.61
Reaction @ Rt 1.61
Fa calc'd per 1.5-2, K*L/r > Cc
WSX-18
Actual
4.072 k-ft
3.213 ksi
0.149 :, 1
1.607 k
0.858 ksi
0.060: 1
DL
_Qnjy__
4.07
1.61
1.61
-0.066
0.000
0.000
0.000
1.61
1.61
Allowable
27,376 k-ft
21.600 ksi
26.960 k
14.400 ksi
k
k
k
ft
Beam OK
Max. Deflection -0.066 in
Length/DL Defl 2,186.5 : 1
Length/(DL +LL Defl) 2,186.5 : 1
<<-These columns are Dead + Live Load placed as noted -->>
LL LL+ST LL LL+ST
C@. Center .(@. Center C@. Cants C@. Cants
k-ft
k-ft
k-ft
k-ft
k
k
0.000 -0.066 0.000 0.000 in
0.000 0.000 0.000 0.000 in
0.000 0.000 0.000 0.000 in
0.000 0.000 0.000 0.000 in
1.61 k
1.61 k
[ section Properties
Depth 8.140 in We1gfit 17.87 #/ft r-xx 3.430 in
Width 5.250 in I-xx 61.90 in4 r-yy 1.231 in
Web Thick 0.230in 1-yy 7.97 in4 Rt 1.390 in
Flange Thickness 0.330in S-xx 15.209 in3
Area 5.26in2 S-yy 3.036 in3
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(c) 1983-98 ENERCALC c:\1706\callaway .ecw:Calculation.s KW-0602910, Ver 5.0.6, 15-Jul-1998, Wm32
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LOUIS PERRY & ASSOCIATES
165·SMOKERISE DRIVE
WADSWORTH~ OH 44281
-PHONE NO: (330) 334-1585
FAX NO:-(330) 334-1658
Title : CALLAWAY Job# 1706 ,A'-13
Dsgnr: JTC Date: 9:40AM, 15 SEP 98
D~scription : STRUCTURAL DESIGN
"MIXER MEZZANINE PLATFORMS"
Scope:
I Rev: 510001 Steel-Beam Design
!
Page 1 ~
Description COOLING CONVEYOR (G3)
I General Information
Steel Section :W8X18
Center Span
Left Cant.
Right Cant
Lu : Unbraced Length
14.25 ft
0.00 ft
0.00 ft
3.00 ft
Pinned-Pinned
Bm Wt. Added to Loads
LL & ST Act Together
Fy 36.boksi
Load Duration Factor 1.00
Elastic Modulus 29,000.0ksi
I Point Loads
#1
2.700
;{ #3
2.700'
#4 -
1.350
#5 #6 #7
Dead Load
Live Load
Short Term
Location
2.700
6.000 9.000.
Usirig: W8X18 section, Span= 14.25ft, Fy = 36.0ksi
End Fixity = Pinned-Pinned, Lu = 3.00ft, LDF = 1.000
Moment
fb : Bending Stress
fb/ Fb
Shear
fv : Shear Stress
fv I Fv
I Force & Stress Summary
Actual
21.738 k-ft
1.7.152 ksi
0.722: 1
'5.030 k
2.687 ksi
0.187 : 1
12.000
Allowable
30.114 k-ft
23.760 ksi
26.960 k
14.400 ksi
Max. Deflection
Length/DL Defl
Length/(DL +LL Defl)
k
k
k
ft
Beam OK
-0.431 in
396.6: 1
396.6: 1
<<--The~e columns are Dead + Live Load placed as noted --»
DL LL LL+ST LL LL+ST
Maximum ...Qn1y_ (a). Center (a). Center (a). Cants (a). Cants
Max. M + 21.74k-ft 21.74 k-ft
Max. M-k-ft
Max. M @ Left k-ft
Max. M @ Right k-ft
Shear@Left 5.03k 5.03 k
Shear @ Right 4.67k 4.67 k
Center Defl. -0.431 in -0.431 0.000 -0.431 0.000 0.000 in
Left Cant Defl O.OOOin 0.000 0.000 0.000 0.000 0.000 in
Right Cant Def O.OOOin 0.000 0.000 0.000 0.000 0.000 in
... Query Defl@ 0.000ft 0.000 0.000 0.000 0.000 0.000 in
Reaction @ Left 5.03 5.03 5.03 k
Reaction @ Rt 4.67 4.67 4.67 k
Fa calc'd per 1.5-1, K*Ur < Cc
I Section Prope.rties W8Xi8
Depth 8.140 iri W~1ght 17.87 #/ft r-xx 3.430 in
Width 5.250 in I-xx 61.90 in4 r-yy 1.231 in
Web Thick 0.230in 1-yy 7,97 in4 Rt 1.390 in
Flange Thickness 0.330in S-xx 15.209 in3
Area 5.26in2 S-yy 3.036 in3
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(c) 1983-98 ENERCALC c:\ 1706\callaway .ecw:Calculations KW-0602910, Ver 5.0.6, 15-Jul-1998, Wm32
-------------··-----·------·-···
I · · LO UI.S JOB TITLE C.Al.~t--JA~ PROJECT No • ./]_Q_(,
. ·~-p E R RY DESCRJPTION i m,c OS""' -
@ -----------CALCULATED BY 4 DATE I . . . 011 ASSOCiATES CHECKED BY . . . DATE :
' Cl . INC. SCALE -------SHEET NO. t:/.5_ OF __ ,
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I ---LOU Is JOB TITI.E C:at...L~WA~ PROJECT No. lli1 __ PERRY 0EscR1P110N '$US.(Y\1~ /c..o~.'()sr;-J
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LOUIS PERRY & ASSOCIATES
165 SMOKERISE DRIVE
WADSWORTH, OH 44281
· PHONE NO: (330) 334-1585
FAX NO: (330) 334-1658
I Rev: 506001
I
Title : CALLAWAY Job# 1706
Dsgnr: JTC Date: 4:09PM, 23 OCT 98
Description·: STRUCTU.RAL DESIGN
"MIXER MEZZANINE PLATFORMS"
Scope:
Steel Colµmn Page
Description COOLING CONVEYOR (COL.1)
j Gene_ral Information
Steel Section WBX24
Column Height 33.000 ft
End Fixity Pin-Pin
Live & Short Term Loads Combined
I Loads
Axi~I Load ...
Dead Load
Live Load
Short Term Load
6.00 k
7.00 k
k
Fy
Duration Factor
Elastic Modulus
X-X Unbraced
Y-Y Unbraced
36:oo ksi
1.330
29,000.00 ksi
14.000 ft
14.000 ft
Ecc. for X-X Axis Moments
Ecc. for Y-Y Axis Moments
X-X Sidesway :
Y-Y Sidesway :
Kxx
Kyy
in
in
Restrained
Restrained
1.000
1.000
Point lateral Loads... _QL ST
1.820 k
k
Height
11.000 ft
ft
Along Y-Y (strong axis moments)
Along X-X ( y moments )
Distributed lateral Loads... _QL
Along Y-Y
Along X-X
Section : W8X24, Height = 33.00ft, Axial Loads: DL ;::
Unbraced Lengths: X-X = 14.00ft, Y-Y = 14.00ft
Combined Stress Ratios Dead
-AISC Formula H1 -1
AISC Formula H1 -2
AISC Formula H1 "' 3 0.0683
XX Axis : Fa calc'd per 1.5-1, K"L/r < Cc
YY Axis : Fa calc'd per 1.5-1, K•'Lfr < Cc I Stresses
Allowable & Actual Stresses Dead.
Fa : Allowable 12.40 ksi
fa: Actual 0.85 ksi
Fb:xx : Allow [F1-6] 21.{?0 ksi
Fb:xx: Allow [F1-7] & [F1-8] 21.60 ksi
fb : xx Actual 0.00ksi
Fb:yy: Allow [F1-6] 27.00 ksi
Fb:yy: Allow [F1-7] & [F1-8] 27.00 ksi
fb : yy Actual 0.00 ksi
I Analysis Values _ ·
.ST Start End
2.440 k/ft
k/ft
18.500 -> 19.500 ft
--> ft
Column Design OK
6.00, LL= 7.00, ST= 0.00k, Ecc. = 0.000in
DL+LL DL + ST+ (LL if Chosen)
0.0797 0.1481 0.6710
Live DL+LL DL + Short
12.40 ksi 12.40 ksi 16.49 ksi
0.99 ksi 1.84 ksi 1.84 ksi
21.60 ksi 21.60 ksi 28.73 ksi
21.60 ksi 21.60 ksi 28.73 ksi
0.00 ksi 0.00 ksi 16.08 ksi
27.00 ksi 27.00 ksi 35.91 ksi
27.00 ksi 27.00 ksi 35.91 ksi
0.00 ksi 0.00 ksi 0.00 ksi
F'ex: DL+LL 61,877 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75
F'ey: DL+LL 13,676 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75
F'ex : DL +LL +ST 82,296 psi Cm,x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00
F'ey : DL +LL +ST 18,189 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.75
Max X-X Axis Deflection -2.107in at 16.500 ft Max Y-Y Axis Deflection 0.000in at 0.000 ft
1/17
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lc)f983-98 ENERCALC c:\jtc\1706\callaway .ecw:Calculations KW-0602910, Ver 5.0.6, 15-Jul-1998, Wm32
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LOUIS PERRY & ASSOCIATES
165 SMOKERISE DRIVE
WADSWORTH, OH 44281
PHONE NO: (330)334-1585
FAX NO: (330) 334-1658
I Rev:_ 506001
j
Title: CALLAWAY Job# 1706 fl-I~
Dsgnr: JTC Date: 4:09PM, 23 OCT 98
Description : STRUCTURAL DESIGN
"MIXER MEZZANINE PLATFORMS"
Scope:
· Steel Column Page
Description CbOLING CONVEYOR (COL.1)
I Section Properties W8X24
Depth -· 7.93 m
Width 6.495 in
Web Thie 0.245 in
Flan9e Thickness 0.400 in
(c) 1983-98 ENERCALC
Weight
Area
Rt
-24.05#/ft
7.08 in2
1.760 in
c:\jtc\ 1706\callaway .ecw:Calculations
I-xx
1-yy
S-xx
S-yy
r-xx
r-yy
82.80in4
18.30in4
20.883in3
5.635in3
3.420in
1.608in
'
KW-0602910, Ver 5.0.6, 15-Jul-1998, Wm32
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LOUIS PERRY & ASSOCIATES
165 SMOKERISE DRIVE
WADSWORTH, OH 44281
PHONE NO: (330) 334-1585
FAX NO: (330) 334-1658
Title: CALLAWAY Job# 1706 J-J 9
Dsgnr: JTC Date 2:36PM, 18 SEP 98
Description : STRUCTURAL DESIGN
"MIXER MEZZANINE PLATFORMS"
Scope:
I Rev: 506001 · Steel Column Base Plate Page 1 ~
Description TYPICAL PLATFORM BASE PLATE
I General Information
Loads
Axial Load
X-X Axis Moment
Plate Dim~nsions
Plate Length
Plate Width
Plate Thickness
Support Pier Size
Pier Length
Pier Width
16.00 k (u;,,3.Ser\•·-)
0.00 k-ft
9.000 in
8.000 in
0.343 in
24.000in
24.000in
Concrete Bearing Stress Thickness OK
Actual Bearing Stress 222.2 psi
Allow per ACI 10.15 3,570.0 psi
Allow per AISC J9 2,100.0 psi
Plate Bending Stress Bearing Stress OK
Actual fb 6,068.6 psi
Max Allow Plate Fb 27,000.0 psi
Tension Bolt Force Bolt Tension OK
Actual Tension 0.000 k
Allowable 15.000 k
Steel Section W8x21
Section Length 8.280 in
Section Width 5.270 in
Flange Thickn~ss 0.400 in
Web Thickness 0.250 in
Allowable Stresses
Concrete fc 3,000.0 psi
Base Plate Fy 36.00 ksi
Load Duration Factor 1.000
Anchor Bolt Data
Dist. from Plate Edge 4.500 in
Bolt Count per Side 2
Tension Capacity 15.000 k
· BoltArea 0.750 in2
Baseplate OK
Fuil Bearing : No Bolt Tension
/.D)
C:\1706\CALLAWA Y.ECW:Calculations
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JOB Tm.E /!£;LL~/../,<J '1 PROJECT No./?lJ(
DESCRIPTION ~ff(! f=" 4z,.._ ()s c.J
CALCULATE~ BY 'f.--"f: DATE _______ _
CHECKED BY -. DATE ______ _
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CALCULATED BY ___,..-P -1-1
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·i~_Ei] P&ERRY_
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PERRY
& ASSOCIATES
• INC•
DESCRIPTION -:::c:::N 7-G:::..::r IDN
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Title: Job#
Dsgnr: Date:
Description :
Scope:
·· I Steel Column
Description INT MOLD COLUMN COL.#2
I General Information
Steel Section W8X24 Fy 36.00 ksi X-X Sidesway : Restrained
Duration Factor 1.000 Y-Y Sidesway : Restrained
Column Height 31.000 ft
End Fixity Pin-Pin X-X Unbraced 13.750 ft Kxx 1.000
Live & Short Term Loads Combined Y-Y Unbraced 13.750 ft Kyy 1.000 I Loads
Axial Load ...
Dead Load
Live Load
6.00 k
6.50 k
k
Ecc. for X-X Axis Moments in
Short Term Load
Point lateral Loads ...
Along Y-Y (strong axis moments)
Along X-X ( y moments )
Distributed lateral Loads... DL _bb_
Ecc. for Y-Y Axis Moments
_bb_ ...§L
1.450 k
k
ST
in
Height
13.750 ft
ft
Start End
Along Y-Y ~OOk/ft 21.000 --> 22.000 ft
AlongX-X k/ft --> ft
ummary
Section :·W8X24, Height= 31.00ft, Axial Loads: DL =
Unbraced Lengths: X-X = 13.75ft, Y-Y = 13.75ft
Column Design OK
6.00, LL:; 6.50, ST= 0.00k, Ecc. = O.00Oin
Combined Stress Ratios Dead DL + LL DL + ST + (LL if Chosen)
AISC Formula H1 -1
AISC Formula H1 -2
AISC Formula H1 -3 0.0670 0.0726 0.1397 . 0. 7556
XX Axis : Fa calc'd per 1.5-1, K*L/r < Cc
YY Axis : Fa calc'd per 1.5-1, K*L/r < Cc I Stresses
Allowable & Actual Stresses Dead
Fa : Allowable 12.64 ksi
fa : Actual 0.85 ksi
Fb:xx: Allow [F1-6] 21.60 ksi
Fb:xx: Allow [F1-7] & [F1-8] 21.60 ksi
fb : xx Actual 0.00 ksi
Fb:yy: Allow [F1-6] 27.00 ksi
Fb:yy: Allow [F1-7] & [F1-8] 27.00 ksi .
fb : yy Actual 0.00 ksi
I Analysis Values
Live
12.64 ksi
0.92 ksi
21.60 ksi
21.60 ksi
0.00 ksi
27.00 ksi
27.00 ksi
0.00 ksi
F'ex: DL+LL 64,148 psi Cm:x DL +LL 0.60
F'ey: DL+LL 14,178 psi Cm:y DL +LL 0.60
F'ex: DL+Ll,.+ST 64,148 psi Cm:x DL +LL +ST 1.00
F'ey: DL+LL+ST 14,178 psi Cm:y DL +LL +ST 0.60
DL+ LL DL + Short
12.64 ksi 12.64 ksi
1.77 ksi 1.77 ksi
21.60 ksi 21.60 ksi
21.60 ksi 21.60 ksi
0.00 ksi 13.31 ksi
27.00 ksi 27.00 ksi
27.00 ksi 27.00 ksi
0.00 ksi 0.00 ksi
Cb:x DL+LL
Cb:y DL+LL
Cb:x DL +LL +ST
Cb:y DL +LL +ST
1.75
1.75
1.00
1.75
Max X-X Axis Deflection -1.572 in at 16.120 ft Max Y-Y Axis Deflection 0.000in at 0.000 ft
j Sectio~ Properties W8X24 .
Depth 7.93 in
Width 6.495 in
Web Thie 0.245 in
Weight
Area
Rt
24.05#/ft
7.08 in2
1.760 in
I-xx
1-yy
S-xx
82.80in4
18.30in4
20.883in3
t
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t
t
~-~s 0.408-in KW-~\110, Ver5.0~~-1997, Win3
r-xx 3.420 in
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\ .:::, j O . FOR TYPICAL FRAMING SECTIONS ANO DETAILS SEE owes. 17042 TO --:--,. 110«.
Q NL '-/ J O ~ 00 ~ 0 I ;-.J ~ 'C__ 3, All W8x21 COLUMNS TO EXTEND TO UNDERSIDE OF JOIST OR DECK,
\ CONNECTION PER DETAILS ON DWG. 17043. CONTRACTOR TO FIELD ;-1'-I / -I,-,t7 ,..,,....,C:-s---e< / MEASURE BEFORE FABRICATING COLUMNS • '5 I;::.. . ' ,.._.i::,. 4. All W8x21 COLUMNS EXTEND TO 'LOWER PLATFOM' ELEV. 13'-9". / \..t <.___ j V1 I::.., f1 L-I" /f:--rn 'l'A --')
. .._ ,._ I j ~ 'l <' ,-...... -c;-' ,-,,.... -;., -,,,;-' "C"7 <.._ 4. CANTILEVl::R CHECKER PLATE AND GRATING IS REQUIRED TO MAINTAIN
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5. IN • 1 "xJ/16" GALVANIZED GRATING W BEARING BARS O ,,-r\ L' _.,,-LJ ,........ ,_.......I I · { -.-, \-\ r" \ ~ C/C AND CROSS ROOS O 4• c¾. ALL GRATING TO BE ~-1-1 \.Jt ,._,'V'I· I j"-J E::-\ WELDED TO EACH SUPPORT BEAM AT 18" O.C. MAXIMUM.
.,.-• / MAXIMUM DISTANCE OF WELD TO EDGE OF GRATING TO BE 6".
-_,,.-B L (. u t_.. ~ \ 0 1-J .:::i . ) 6. CHECKER Pl ATE• 1/4" ISTM A36, STEEL FLOOR PLATE WITH <--RAISED PATTERN {PAINTED). WELD TO ALL SUPPORT STEEL WITH I I 1/4" FILLET WELDS 1 1/2" LONG O 12" CIC MAXIMUM. -1'"' D \\ ,::.:1 3D Cj .:::;_:, /-MAXIMUM DISTANCE OF WELD TO EDGE OF PLATE TO BE 6".
/,. 7. ALL LADDERS SHOWN TO BE 'STEP THRU' LADDERS /--~" (SEE OTLS. ON DWG. 17044)
8. .. INDICATES REC'D. SHOP WELDED MOMENT CONNECTION.
9. LADDER CONNECTION TO BEAMS (ON-LOWER PLATFORM) MUST BE BOLTED CONNECTIONS. INSTALL LADDERS AFTER FACTORY FLOOR EQUIPMENT IS IN PLACE.
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INJECTION MOLDING UPPER PLATFORM
SCALE: 1/4"=1·-o· (T/GRATING EL.-=21 "-6")
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KEY PLAN 0 SCALE! NO SCALE ._ N
' LO u Is CALLAWAY GOLF BALL COMPANY
-• ~ . -MANUfACTURING fACILITY . p E' R RY INJECTION MOLD HOPPER ·. --· · -· PLATfORM PLANS
. ASSOCIATES DESlCNat • DAT£, SCN..E: -I Pl.OT SCI!.£, I · -~-a] & ... -'·INC· roo 9/9/94 AS ~TEo I 1/4"·•'4>· _1
165 SMOKS:RtSE ORNE 0iKO BY: DATE: , DRAWING .. UMBER: ~ ni:...-, t · . 11'.ADSWORTH, OHIO .ric ·
. 4 4 2 e , , 17036 PHONE (330) 334-1585, F11.ENA11£: Pl.OT_ DATE: · .
FAX (+50) 334-1658 17~227 9/28/9~
I . : LOU I S JOB TITLE ~~U,..t'.}"'1~Y PROJECT No. _
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LOUIS
PERRY
& ASSOCIATES
• INC•
PLANNERS • ENGINEERS • ARCHITECTS • MANAGEMENT
JOB TITI.E c_.,,H,fii.v Ai:f PROJECT No. ~
OESCRIFTION :'.:54 t...., 13''-ll""F ecvl:$( 0 ,J
CALCULATED BY ,.,,..t;, r>, DATE I cf i 5;/ q ,g
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13 €: us fr D ON L.Y,. FO~ GENERAL.NOTES SEE DWG. 17019.
Coo f<. o l N A-f"G. 2. ~1CAL FRAMINc sEcTI0Ns ANO DETAILS sEE owes. 11042 To
.cc-r--r-7 v· ..... ..-r" , • ,? L _ c:::INATE CHECKERED PLATE 'PENETRATIONS WITH MOTOR ::::;.. I \'-.. .,...__ I '-'1 ~l:.. -A . CONTROL CENTER REQUIREMENTS •
-_ -~-( 4. ,d WBx24 COLUMNS TO EXTEND TO UNDERSIDE OF JOIST OR DECK, , , CONNECTION PER DETAILS ON DWG. 17043. CONTRACTOR TO FIELD .«)7:::., (Y) DR,.}('. S \/'I. ---r--rlf-M~URE BEFORE FABRICATING COLUMNS. ALL WBx1B COLUMNS EXTEND
TO ,(UPPER PLATFORM' ELEV. 19'-3". All WBx18 COLUMNS EXTEND fY)e ,..... ,--7 ., -e:" U TO 'LOWER PLATFORM' ELEV. 10'-9",
01. t;,·z... K.... s C A J....L £:...,,.1 5.~N~-1"x3/(~-GALVANIZED GRATING W/ BEARING BARS 0
___.. ( ~ C/C AND CROSS RODS O 4• C/C. ALL GRATING TO BE D ,..,....,--I , I -.\ 1 _1 r-•, WELDED To EACH SUPPORT BEAM AT 1a· o.c. MAXIMUM. V\ I N . \7 ,;;:__ I MAXIMUM DISTANCE Of WELD TO EDGE OF GRATING TO BE 6". -· . ,----~ L • , -. -t s ).,..-6, CHECKFR PIATE• 1/4" ASTM >.36, STEEL FLOOR PLATE WITH '·-n (_.,1_,t '-..., / \ ,O )'-,J ~ RAISED PATTERN {PAINTED). WELD TO ALL SUPPORT STEEL WITH -~,. 1/4" FILLET WELDS 1 1/2" LONG C 12" C/C MAXIMUM. 1
{ -~ -..-MAXIMUM DISTANCE OF WELD TO EDGE OF PLATE TO BE 6". \ ------. / bH -7/ 30 1. AL( LADDERS SHOWN To BE 'STEP THRU' LADDERS (u.N.O.) ..._.,_ ~ ••. (SEE DTLS. ON OWG. 17044)
, B. PROVIDE SAFETY CHAIN FORM RAIUNG TO LAOOER.
9. FIELD CUT OPENINGS PER EQUIPMENT MANUFACTURES REQUIREMENTS (SEE DETAILS & NOTES ON owe. 17043)
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