HomeMy WebLinkAbout1818 ASTON AVE; ; CB950775; PermitProiect No: AY5U1122
Ueuelooment No:
suite:
+**
L .ou
,-
c- 25'16 07/2#% OOO1 01
C-PRM
Data
PLQN CHfrCK
PERM1 r
CrpyOcaWCOlUO
'2075 L.s pplmrs h., Ckkhd, CA 92009 (619) 438-1161
02
47640
PEIWlT APPLICATION
City of Carlsbsd Building Depertmnt 2075 LBS Palaas Dr., Carlsbad, U 92009 (619) 430-1161
From List 1 (see back) give de of Permit-W: r-f %
For Residential Proiects Only: From fist 2 (see back) give
.........................................................
Code Of StruCNre-Type:
Net WGain of Dwelling Units I
2 PR~INFoRMAnoN
I I
FOR OFFICE USE ONLY
aqi% lb‘%d #OF STURIES I # OF BEDROOMS # OF BATHROOMS
(it aitterenr tmm applicanrj NAME (last name first) ADDRESS
cm STATE ZIP CODE
AC;EN-H uu
ADDRESS 1012 RSTDN &E.
~~~fiss-37 E. &P-oor~Aoo S-J~
Qmbb9 STATE CA ZIP CODE~~OB DAY TELEPHONE 924 037 7
CITY b.”Pwzl M STATE @ ZIPCODEClZqO & DAYTELEPHONEl7 a) &5L-?D27
STATE UC. # LICENSE CLASS CITY BUSINESS UC. #
-Mr; (last name tint) SAM A 5 fiww an STATE ZIP CODE DAY TELEPHONE STATE UC. #
.ATION
Warken’ Compensation Ueclaration: 1 hereby atfirm that I have a certilicate 01 consent to sell-msure issued by the Director of IndUStnal Relations, or a certificate of Workers’ Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. 0.
WUCY NO. EXF’lRAnON DATE INSURANCE COMPANY CeNtlCate ot Exemption: 1 certl so as to become subject to the Wtrkers’ Compensation laws of CaiiFornia. that m the pertarmance 01 the Work tor which this permit IS issued. I shall not employ any person In any manner
SIGNATURE DATE
Owner-milder Ueclarauon: I hereby affirm that I am exempt tmm me Contractors men= law tor the tollowing reason:
I, as owner of the property or my employees with wages as their sole compensation, will do the work and the smcNre is not intended or offered for sale (Sec. 7044, Business and Professions Code: ‘Ihe Contractor‘s license law dm not apply to an owner of property who builds or improws thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpase OF sale.).
I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: fie Contractor‘s Umme 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).
I am exempt under Section
(Sec. 7031.5 Business and Professions Code: Any City or County which requim a permit to construct, alter, improve, demolish, or repair any strucNre, 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, commencing with Section 7000 of Division 3 of the Business and Professions Code)
0
0 Business and Professions Code for this reason:
Is the applicant or future building occupant required to submit a business plan, acutely hazardous matenals registration form or risk management and prevention progra under Sections 25505, 25533 or 25534 OF the Presley-Tanner Hazardous Substance Acmunt Act?
<YES , , ON0 Is the applicant or future building
Is the facility to be constructed
required to obtain a permit fmm the air pollution control district or air quality management disuict?
feet of the outer boundaly of a rhml she? o YES
n -E
LENDER’S NAME LENDER’S ADDRESS
I r-n-h that I hme mad the annlicmon and state that the aWve intormation IS correct. 1 apree to comply with all City orainances ana state law . . _Ir ~~~~~ ~ ~ ~ ~~~ ~
relaling io building construction. 1 hereby authorize representatives of thc City of Carlshad to &er upon ihi above mcntibned property for inrpfftion
AND EXF’WSFS WIII(11 MAY IN ANY WAY ACCRUE AGAINST WID ClTY IN ODN!XQLIP(CI! OY llIE GRANnNC OF lllLS PKRMT.
purpoa~ I AISO AGREE IU SAVE INDWII.Y AND KEEP IIARMLFSS nib UIY OF CAIUSBAD AGAIN= AIL mnrnvs. mms. CUSIS
CSEW An OSHA permit is required for excavations over 5’0” deep and demolition or construction of structures over 3 stories in height.
Expiration. Every permit is building or work authorized such permit is suspended or
hall expire by limitation and bmme null and wid if the e of such permit or if the building or work authorid by cd of 180 dars (Section 303(d) Uniform Build APPUCANTS SIGNATURE DAm -5
WHITEL Fde YELLOW: Applicant PINK: Finance
Q
,-
ESGIL CORPORATION
9320 CHESAPEAKE DR., SUITE 208
SAN DIEGO, CA 92123
(619) 560-1468
DATE: 7/26/95
J URl SDl CTl ON : Carlsbad
PLAN CHECK NO.: 95-775
PROJECT ADDRESS: 1818 Aston Ave.
PROJECT NAME: Racks
SET I1
0 The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
rn The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified on the attached sheet are resolved and checked by building
department staff.
0 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. 0
0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
0 The applicant's copy of the check list has been sent to:
Larry Kloha,'Smith Consulting Architects
5355 Mira Sorrento Place, #750, San Diego, CA 92121
rn Esgil Corporation staff did not advise the applicant that the plan check has been completed.
0 Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted:
Date contacted: (by: )
0 REMARKS:
By: Pete Fischer
Esgil Corporation 0 GA 0 CM PC 711 9/95
Telephone #:
Enclosures:
tmsrntl.dot
Carlsbad 95-775
7/26/95
City to review:
5.
6.
Obtain Fire Department approval per UBC Section 708.
Note on the Smith Consulting
Engineer’s plan sheet S2 that
for reference on IV).
7. Show the glazing adjacent to the new door
glazing per 5406.
grid E.8 on sheet A3 is safety
e the “sticky back note
intained between stora
the revised sheet A3 and Sli
If you have any questions regarding
Corporation at (619) 560-1468. Thank you.
9.
ESGIL CORPORATION
9320 CHESAPEAKE DR., SUITE 208
SAN DIEGO, CA 92123
(619) 560-1468
DATE: 6/23/95
JURISDICTION: Carlsbad
PLAN CHECK NO.: 95-775
PROJECT ADDRESS: 1818 Aston Ave.
PROJECT NAME: Racks
SET 1
0 FILE
The plans transmitted herewith have been corrected where necessary and substantially comply
0 The plans transmitted herewith will substantially comply with the jurisdiction's building codes
with the jurisdiction's building codes.
when minor deficiencies identified below are resolved and checked by building department staff.
0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
rn The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
rn The applicant's copy of the check list has been sent to:
Larry Kloha, Smith Consulting Architects
5355 Mira Sorrento Place, #750, San Diego, CA 92121
rn Esgil Corporation staff did not advise the applicant that the plan check has been completed.
0 Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted:
Date contacted: (by: ) Telephone #:
0 REMARKS:
By: Pete Fischer Enclosures:
Esgil Corporation 0 GA 0 CM PC 611 5/95 tmsmtl.do1
Carlsbad 95-775
6/23/95
GENERAL PLAN CORRECTION LIST
JURISDICTION: Carlsbad PLAN CHECK NO.: 95-775
PROJECT ADDRESS: 1818 Aston Ave.
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 6/15/95
DATE REVIEW COMPLETED:
6/23/95
I REVIEWED BY: Pete Fischer
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the Uniform Building Code,
Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws
regulating energy conservation, noise attenuation and disabled access. This plan review is
based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
The following items need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c),
1991 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
1.
2.
3.
4.
5.
6.
Please make all corrections on the original tracings and submit two new sets of prints to:
Esgil Corporation or the jurisdiction's building department.
To facilitate rechecking, please identify, next to each item, the sheet of the plans
upon which each correction on this sheet has been made and return this sheet
with the revised plans.
Please indicate here if any changes have been made to the plans that are not a result of
corrections from this list. If there are other changes, please briefly describe them and
where they are located on the plans. Have changes been made not resulting from this
list?
0 Yes 0 No
Provide a construction cost estimate for the value of all work under this permit.
Obtain Fire Department approval per UBC Section 708
Per conversation with the designer Larry Kloha, indicate on the Smith Consulting
Architects plan sheet 1 and A3 and the Prime Structural Engineer's plan sheet S2 that all
information shown is existing to remain (the sheets are for reference only).
Carlsbad 95-775
6/23/95
7.
8.
9.
10.
11.
12.
Recheck the existing building exiting. The existing sheet A3 floor plan shows several
required exits from the office areas to the “production” area. The production area has
been revised to warehouse, and Section 3303(e) does not permit exiting through storage
uses.
Indicate on the plans that the existing building meets all the April 1, 1994 Title 24
Disabled Access requirements, or indicate what is required to bring the building into
compliance.
Provide calculations for the required clearance from the racks to the existing building
walls and building columns per 2337(b)11. Include 3R J8 times both the rack and
building deflections.
Indicate the safety pin size on the plans and verify it is adequate for 1000# per UBC STD
27-1 1.
The plans do not indicate the top shelf loading is 2000# as designed in the calculations.
The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake
Drive, Suite 208, San Diego, California 92123; telephone number of 6191560-1468, to
perform the plan review for your project. If you have any questions regarding these plan
review items, please contact Pete Fischer at Esgil Corporation. Thank you.
Carlsbad 95-775
6/23/95
RACKS
VALUATION AND PLAN CHECK FEE
(sq. ft.) MULTIPLIER ($)
ESTIMATE 40,000
J U Rl SDl CTl ON : Carlsbad PLAN CHECK NO.: 95-775
Air Conditioning
Fire Sprinklers
TOTAL VALUE
PREPARED BY: Pete Fischer DATE: 6/23/95
40,000
BUILDING ADDRESS: 1818 Aston Ave. BUILDING OCCUPANCY: B2
I I I
I I I I I
Building Permit Fee: $ 349.50
$ 227.18 Plan Check Fee:
Comments:
Sheet 1 of 1
valuefee.dot
PLANNING/ENGINEERING APPROVALS
RESIDENTIAL
RESIDENTIAL ADDITION MINOR PLAZA CAMINO REAL
(< $1 0.000.00)
VILLAGE FAlRE
COMPLETE OFFICE BUILDING
- ..
OTHER 1 'i ///?A ) - I'
PLANNER DATE 6.-2.z- YJ-
ENGINEER DATE
C:\WP5 1 \FILES\BLDG.FRM Rev 1 1 I1 5/90
951 28
Fire Department Bureau of Prevention City o f Ca rlsbad
Plan Review: Requlrements Category: Hlgh Piled Combustlble Storage
Date of Report: Monday, July 24.1995 Reviewed by: b~ddi
Contact Name Larry Kloha
Address 5355 Mira Sowento PI Ste 750
City, State San Diego CA 92121
Bldg. Dept. No. 95-775 Planning No.
Job Name Cobra GoWRadc
Job Address 1818 Aston Ste. or Bldg. No.
Approved - The item you have submitted for review has been approved. The approval is
based on plans; information and/or specifications provided in your submittal;
therefore any changes to these items after this date, including field modifica-
tions, must be reviewed by this office to insure continued conformance with
applicable codes. Please review carefully all comments attached, as failure
to comply with instructions in this report can result in suspension of permit to
construct or install improvements.
0 Disapproved - Please see the attached report of deficiencies. Please make corrections to
plans or specifications necessary to indicate compliance with applicable
codes and standards. Submit corrected plans and/or specifications to this
office for review.
For Fire Department Use Only
Review 1st 2nd 3rd
CFD Job# 95128 File#
Other Agency ID
2560 Orion Way Carlsbad, California 92008 (619) 931-2121
951 28
Fire Department . Bureau of Prevention City o f Car lsbad
Plan Review: Requirements Category: High Piled Combustible Storage
Date of Report: Tuesday, June 27,1995 Reviewed by: II. &@a
Contact Name Larry Kloha
Address 5355 Mira Somenlo PI Se 750
City, State San Diego CA 921 21
Bldg. Dept. No. 95-775
Job Name CobraGolf/Rd
Job Address 1818 Aston Ste. or Bldg. No.
Planning No.
0 Approved - The item you have submitted for review has been approved. The approval is
based on plans; information and/or specifications provided in your submittal;
therefore any changes to these items after this date, including field modifica-
tions, must be reviewed by this office to insure continued conformance with
applicable codes. Please review carefully all comments attached, as failure
to comply with instructions in this report can result in suspension of permit to
construct or install improvements.
Disapproved - Please see the attached report of deficiencies. Please make corrections to
plans or specifications necessary to indicate compliance with applicable
codes and standards. Submit corrected plans and/or specifications to &
For Fire DeDartment Use Onlv
2nd 3rd
Other Agency ID
I
2560 Orion Way Carlsbad, California 92008 (619) 931-2121
MATERIAL HANDLING ENGINEERING
EST 1985
FAX: (9.39) 869 - 0981 GENERAL CORRECTION
FOR
COBRA GOLF
TEL (909)869-0989
1818 ASTON AVE. CARLSBAD, CA I JOB #95-443
JULY 10,1995
P.C. #95-775
BELOW ARE THE RESPONSES TO THE GENERAL PLAN CORRECTION LIST: TWO NEW SETS OF PRINTS AND PLANS PROVIDED. 1.
2. TO FACILITATE RECHECKING, NEXT TO EACH ITEM FIND SHEJ3 OF PLAN WHERE CORRECTION IS BEING MADE.
3. NO CHANGES HAS BEEN MADE TO THE PLANS BY SEIZMIC INC. THAT WERE NOT A RESULT OF THE GENERAL PLAN CORRECTION LIST.
CONSTRUCTION COST ESTIMATE TO BE PROVIDED BY OTHERS.
FRE DEPARTMENT APPROVAL TO BE ADDRESSED BY OTHERS.
PER MIKE GROGAN OF SHELF MASTER, THIS IS TO BE ADDRESSED BY OTHERS.
PER MIKE GROGAN OF SHELF MASTER, THIS IS TO BE ADDRESSED BY OTHERS.
PER MIKE GROGAN OF SHELF MASTER, THIS IS TO BE ADDRESSED BY OTHERS.
4.
5.
6.
7.
8.
9. REQUIRED CLEARANCE CALCULATIONS PROVIDED, SEE ADDENDUM SHEETS AZA4 FOR LONGITUDINAL DIRECTION AND ADDENDUM SHEET A5A7 FOR TRANSVERSE DIRECTION.
10. CALCUATION OF SHEAR CAPACITY OF 5/16"0 PIN AS FOLLOWS: AREA = (.3 125in)A2(n/4)=0.0767 inA2 PMAX = (0.0767 inA2)*(.4*45,000 psi) = 1380 lb1ooO Ib. 5/16"0 PIN SIZE NOTED ON VIEW 'B' TYPICAL BEAM TO COLUMN CONNECTION OF REVISED DRAWING 95-443A.
TOP SHELF LOADING OF 2000 LB ADDED TO NOTE 2,SEE REVISED DRAWING 95-443A.
SEIZMIC INC. ACKNOWLEDGES THAT JURISDICTION HAS CONTRACTED ESGIL CORPORATION TO PERFORM THE PLAN REVIEW FOR SAID PROJECT.
IF YOU HAVE ANY QUEsTIONS , PLEASE GIVE ME A CALL. SINCERELY
MA CICASTRO
11.
12.
3a"cl' ccaj6z(
161 Atlantic Street Pomona California 91768
SElZMlC
MATERIAL HANDLING ENGINEERING
EST. 1985
ClTY psR(0VLLs MONA NEWMEXICO
PROWCT TESTlffi COLORADO PENWVbNA FIELO IWCTCN low0 UTAH
STOW RPSKS STEEL SHELVING
ORM4N RACKS
CPSITILEVER RACKS STOWE TMS
MEZZANINES MOW OFFICES
c0NvEms GONDOLA5 SECl4l FPgRKJATKlN CARWSELS
MOVAELE SHELVING STATE m0VN.S CWMRMA OREGON
MlSSWRl WASHINGTON
eOOKSTACKS PERMITTN SERVICES NNAOA AIAsKA
ElSh4IC ANALYSIS 0
SELECTIVE RACK
COBRA GOLF
1818 ASTON AVE.
CARLSBAD, CA
161 ATLANTIC STREET POMONA CA 91768 EL (909)869-0989 FAX(909)869-0981
MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91768
SCOPE:
THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH
' THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. '
~ WITHOUT ANY FIELD WELD1 NG. .
THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY,
PROJECT COBRA GOLF
FOR SHELF MASTER - -- SHEET NO. L OF 13
MC DATE 7- 1 0- 1 995 CALCULATED BY
TABLE OF CONTENTS
DESCRI PTI ON
COVER SHEET
TABLE OF COMENTS
SCOPE
PARAMETERS
CONFI GURATI ONS
COMPONENTS & SPECS.
LOADS AND DI STRl BUTION
LONGlTUDl NAL ANALYSIS
COLUMN
BEAM
BEAM TO COLUMN
BRACI NG
OVERTURN1 NG
BASE PLATE
SLAB& SOIL
ADDENDUM: REQUI RED CLEARANCE
PAGE #
1
2
2
3
4- 4
5- 6
7
8
9
10
11
12
13
14
15
a1-a7
COBRA GOLF
SHELF MASTER PROJECT
FOR
SHEET NO,
SEIZMIC
15 OF 3
CALCULATED BY GARY DATE 6- 05- 1 995 a MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET POMONA CA 91768
PAHAM tm: I
STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH
DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN
ANY ADJACENT BAYS.
THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH
STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT,
LONGITUDINAL AND TRANSVERSE DIRECTION.
WHILE THE BRACING ACT TRANSVERSELY.
JRIBUTARY AREA 1. COLUMN.
2. BEAM.
3. BEAM TO COLUMN.
4. BASE PLATE.
5. HORIZONTAL BRACING.
6. DIAGONAL BRACING.
7. BACK CONNECTOR.
...... ./ .............. : ImI
:. ......................... TRANSVERSE
LONGITUDINAL
ae!!w
a SEI ZMI C
MATERIAL HANgNG ENGINEERING TEL (909)869-0989 FAX: (909)869-0981
161 ATLANllC STREET POMONA CA 917613 . . __
CONFIGURATIONS
PROJECT COBRA GOLF
FOR SHELF MASTER
4 OF 15 SHEET NO.
CALCULATED BY GARY DATE 6- 05- 1 995
TYPE D/R
108"-
TYPE S/R
a SEIZMIC
BASE PLATE
MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91768
COLUMN I BEAM
PROJECT COBRA GOLF
FOR SHELF MASTER
5 OF 15 SHEET NO.
CALCULATED BY GARY DATE 6- 05- 1 995
OVERTURN1 NG
4 WCHCR STRESS = 0.1 3
# CFANCHCRS= 1
TYPE D/R
I I BRACI NG SLAB 81 SOIL
HORIZONTAL .,/ DIAGONAL .,J 4 2x1 - 1 /8X14GA 2x1 - 1 /8X14GA PUNCT. STRESS = 0.44
STRESS= 0.10 STRESS = 0.25 BENDING STRESS =0.35
SPEC1 FI CAT1 ON
- MAIN STEEL 45000 PSI
- BASE PLATE STEEL 36000 PSI
- ANCHOR - WEDGETYPE 112 X 2-114 MIN.
- FLOOR SLAB 5" X 2000 PSI. REINFORCED
- SolL BEARING PRESSURE
- SEISMIC ZONE 4.
- TYPE = IMERCONNECTED UNITS.
- BASE SHEAR FORMULA = ZIC(WU / 2 +wDL)/R
1000 PSF
108"+
IU = 108" SECn CN AXIAL FORCE MCMENT BEAM MCMENT I
6,449 in.1 b. <- stdmn. 1 2,325 Ib. 7,291 in.lb.
2 1,900 Ib. 3,919 in.lb. 4,504 i n.1 b. c stdmn.
3,851 in.lb. <-stdmn. 3 1,475 Ib. 3,401 in.lb.
3,307 in.1 b. c stdccnn. 4 1,050 Ib. 2,613in.lb.
3- 1 /4X3X14G4 4 CCLUMN STRESS =0.51 4-3/16~2- 1/2~ 149
MAX LW/LEML = 4,128 I b.
BEAM IS O.K.
7 x 5 x.375
BASE PINNED
PROJECT COBRA GOLF
FOR SHELF MASTER
SHEET NO. 6 OF 15
CALCULATED BY GARY DATE 6- 05- 1 995 MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91768
BASE PLATE
TYPE S/R
COLUMN BEAM
SPECIFICATION
- MAIN STEEL 45000 PSI
- BASE PLATE STEEL 36000 PSI
-ANCHOR- WECGETYPE 1/2~ 2-114MIN.
- FLOOR SLAB 5" X 2000 PSI. REINFORCED
- SOIL BEARING PRESSURE
- SEISMIC ZONE 4.
- TYPE = SINGLE ROW UNITS.
- BASE SHEAR FORMULA = ZIC(wLL+wDL)/Rw
1000 PSF
OVERTURN1 NG
J ANCHCR STRESS = 0.70
# CF ANCHCRS= 4
Iu= 108" SECTl CN AXIAL FORCE MOMENT BEAM MOMENT
1 I BRACING SLAB & SOIL
HORIZONTAL J DIAGONAL J 2x1 - 1 /8X14GA 2x1 - 1 /8X14GA PUNCT. STRESS = 0.63 STRESS= 0.18 STRESS = 0.46 BENDING STRESS =0.62
7,809 i n.1 b. <- stdccnn.
7,584 i n.1 b. <- stdccnn. 6,382 i n.1 b. c stdmn.
4,406 in.lb. c stdmn.
1 2,325 I b. 6,713 in.lb.
2 1,900 Ib. 7,217 in.lb.
3 1,475 Ib. 6,263 in.lb.
4 1,050 Ib. 4,813 in.lb.
3- 1 /4X3X14GA J CCCUMN STRESS =0.48 4-3/16~2-1/2~14gk
MAX LOI\D/LEML = 4,128 I b.
BEAM IS O.K.
7xsx.375
Mbase=6713in.lb.
PROJECT COBRA GOLF
FOR SHELF MASTER
SHEET NO. 7 OF 15
CALCULATED BY GARY DATE 6-05- 1995 Ki 9-0981
I Vlong = 639 I b. I
MATFRlAl I4
TEL: (90!
LIVE LOAD FER SHELF (BASED ON CUENT SUFJPLIED DATA = wl~.
DEAD LOAD PER SHELF
SEISMIC SHEAR BASED ON STD 27-1 1 OF ME 1991 UBC
WHERE V=ZIC[wDL+wU]/Rw
= WOL
= v.
. _.... ._ . IANWNG ENGINEERIF 9)SSS-0989 FAX: (909)86_ ___
161 ATLANTIC STREET POMONA CA 91768
LOADS 81 DISTRIBUTION :TYPE S/R 2 . I I
2,000 Ib.
750 Ib.
750 Ib.
750 Ib.
44"
I , r -
SEISMIC ZONE = 4
z = .4
1-1
C = 2.75
RW (LONGITUDINAL) = 8
Rw (TRANSVERSE) = 6
wDL=100lb.
,401#
120#
73#
37#
..
I NTERCONNECTED UNITS.
LONGlTUDl NAL DI RECTI ON
Vlong=.4* 1 * 2.75* (4250+400)/8 108"4
Iu= 108"
Fi = V Whi/tWh
TRANSVERSE DIRECTION
Vlong = .4 * 1 * 2.75 * ( 4250 + 400 ) / 6
Vtrans = 852 I b.
Fi = V Whi /tWh
TOTAL FRAME LOAD = 4,650 I b.
PROJECT COBRA GOLF
FOR SHELF MASTER _.-. ..
15 OF- ~
8 SHEET NO.
...-.
GARY DATE 6- 05- 1 995 CALCULATED BY
b MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91768
LONGITUDINAL ANALYSIS TYPE S/R
~~
THE ANALYSIS IS BASED ON THE PORTAL METHOD, - WH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE
THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY. THE CONTRA FLEXURE IS ASSUMED TO OCCUR
CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT
CARRY MOMENT).
Vlong=Z*Vcol = 6391b.
VCOI = 320 Ib.
F1=. 19 Ib.
F2= 40 I b.
F3= 60 Ib.
F4= 201 Ib.
BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT.
Mbase = 671 3 i n.1 b. M&$j$Gw, Mupper + MIower = Mconn'R' + Mconn'L'
Mconn'R' = Mconn'L'
Mconn * 2 = Mupper + MI ow er
Mconn = [Mupper + MIowery2
RESULT1 NG FORCES ON COLUMN
SECT1 ON AXIAL LOAD MOMEM Mconn
7808
~ 7583
6381
M- zr;
,111 ,, ,,, 0, ,t, 1 2325 671 3
2 1900 . 7216
3 1475 6263
4 1050 481 2
a SEIZMIC
MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91768
PROJECT COBRA GOLF
FOR SHELF MASTER
CALCULATED BY GARY DATE 6- 05- 1 995
SHEET NO. 9 OF 15
COLUMN ANALYSIS :TYPE S/R
COLUMN IS ANALYZED PER AIS1 COLD-FORMED STEEL DESIGN MANUAL.
Pmax = 2,325 I b. Mrnax = 6,713 i n.1 b.
Kxlx/rx = 1.2 * 42 / 1.474 =. 34.2 <- GOVERNS
Kyly/ry = .8 * 42 / 1 .OS9 = 31.7
Cc = (21~/2E/Fy)/.5
= 1 12.8
SINCE Kl/r e Cc,
= 22,429 psi.
Fa = .522Fy - [(kl/r*Fy)/l494]/2
fa = Pmax/Area
= 3,793 psi.
fb = Mmax/Sx
= 8,197 psi.
fa/Fa =0.17 >.15
F'e = 12n/2E/23(KxIx/rx)/2
F'e = 127,728 psi.
Fb = .6*Fy = 27,000 psi.
Cm*fb/Fb[l -fa/F'e] = 0.31
COMB1 NED STRESS = 0.48
I-*+
SECTION PROPERTIES
A= 3.25" C = .625" E = 0"
tl = .0747"
IX = 1.33"4
SX = .819"*3
= 3"
D = 0"
Wt = O#
t2 = 0"
ly = .687"4 Sy = .45"A3
Area= .613""2
rx= 1.474"Q ry= 1.059""2
Front Vis w
MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
. . __ I BEAM ANALYSIS :TYPE S/R
PROJECT COBRA GOLF
FOR SHELF MASTER
SHEET NO. 10 OF 15
CALCULATED BY GARY DATE 6- 05- 1995
BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMEFCT CAPAC~~Y TO STABLIZE THE SYSTEM,
ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING
THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL MOMEW CAPACllY, THE
PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBlTRARY 25% OF THE FIXED END MOMENT OR
2,000 in.lb. WHICH EVER IS SMALLER) WILL BE ADDED.
t = .0747 in.
lact = 108.0 in.
I max = [1950 + 120O(Ml/M2)]b/Fy
I max = 31 SO* b/Fy = 175 in.
SINCE I max >I act Fb = .60Fy = 27,000 psi.
SINCE M1 /M2 = 1 .O
MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 4.1875 I 1) BENDING CAPACITY
M=Sx* Fb=w1/2/8
= 31 349i n.1 b.
CAPACITY = 2(8*M/I) = 41 281 b. Sx = 1.1 61 in!3
Ix = 2.431 in.4 2) MAXI MUM ALLOWABLE DEFLECTION (Vl80).
A = 5~ I /4/384El
CAPACITY = 2[(384EI)/(5*180*1/2)] = 52461 b.
MAXI MUM STAT1 C LOAD PER LEVEL IS 4,128 I b.
ALLOWABLE AND ACTUAL BEND1 NG MOMEM AT EACH LEVEL.
Msbtic= wlh2/8 = LIM.L04D*L/(2*8)
Mi mpact = 1.1 2 5* Mstati c Mseismi c = Mconn (SEE LONG. ANALYSIS)
MalIw(static) = Sx * Fb
MalIw(sdsmic) = 1.33 * Sx * Fb
LEVEL Mstatic Mimpact Mallow Mseismic Mallow RESULT
1.125Mrtatic (static) (sei smi c)
1 5062 5695 27866 7808 41 799 GOOD
2 5062 5695 27866 7583 41 799 GOOD
3 5062 5695 27866 6381 41 799 GOOD
4 13500 151 87 27866 4406 41 799 GOOD
a SEI ZMI C
MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91768
PROJECT COBRA GOLF
FOR SHELF MASTER
11 OF 15 SHEET NO.
CALCULATED BY GARY DATE 6- 05- 1 995
~~ ~ ~~~ ~
BEAM TO COLUMN CONNECTION Mupper
Mconn= ( Mlower + Mupper )/2 + Mend n Mconn PI Mconn.
CAPACITY OF CONNECTOR
a) SHEAR CAPACITY OF 711 6" DIA. STUD
Area = .4375"2n/4 = ,150 ""2
Pmax = 3,000#
Fy = 50,000 psi
b) BEARING ON COLUMN
(PER UBC SEC. 27-1 1 E3.3)
Abrg. = t ' D
= .5 ' t Fu= 65,000 psi min.
t = ,0747 min.
Pmax brg. = Area ' Fbearing
= .5t 2.22 ' FU
=5,389# 3,000#
c) MOMENT CAPACITY OF BRACKET
S bracket = .l 1 O""3
Mcap = S ' Fbending
=.110'.66'Fy
C = Mcap/.75 = 1.1 1 P1
PI = 1.20 Mcap
= ,0872 Fy = 4,360# > 3,000#
SINCE PLUG GOVERNS P1=3,000# ~~
Mconn. cap.= P1 * 4.5 + P2 ' .5
= 4.555 ' 3,000# '1.33 = 18,220 "#
a Mlower
7 CON"
C 1 /2"
C=PI +P2 = P1 + (.5/4.5)P1
= 1.11 PI
Sbracket = .I 1 O'lA3
PROJECT COBRA GOLF
FOR SHELF MASTER
SHEET NO. 12 OF 15
CALCULATED BY GARY DATE 6-05- 1995 MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91 768
TRANSVERSE ANALYSIS :BRACING :TYPE S/R
IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND
COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE
ON THE DIAGONAL MEMBER AS IT WILL GOVERN.
DIAGONAL BRACING : COMPRESSION MEMBER
L di ag. = [(L- 6)/2+(D 2* Bcol)/2Y.S
Vdiag =Vtrans * Ldiag. / D
kllrmin = [ 1 * 50.9 ]/ .356
= 50.9
= 1033#
= 143.0
Fa =[12n/2Ey[23(kl/r)/2] 2
= 7301 psi.
fa/Fa =Vdiag/(Area*Fa)
= 0.46
T L= 42" 1 c D= 42" 4
DIAGCNAL AND HCRl ZCNTAL BRAU NG 1-11 Area= rrnin= ,306 .356 "h2 "
t= .0747 " w= 2 " H= 1.125 "
a SEI ZMI C
MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91768
PROJECT COBRA GOLF
FOR SHELF MASTER
13 OF 15 SHEET NO.
CALCULATED BY GARY DATE 6- 05- 1995
OVERTURNING :TYPE S/R
ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 27.1 1091~) OF THE 1991 U.B.C. .I STANDARD 27-1 1.
FULLY LOAED
TOTAL SHEAR = 852 Ib.
Mot = Vtrans * ht * 1.1 5
=852* 158" 1.15
= 155331 in.lb.
= ( 4250+.85 * 400) * 42/2
= 96390 i n.1 b.
Pup1 i ft = 1 (Mot - Mst)/d
Mst = I(Wp+.85wDL) * d/2
= 1403 I b. <- CRlTl CAL
I@ SHELF LOADED
SHEAR = 385 I b.
Mot =Vtop* h* 1.15
=385* 188" 1.15
= 83237 i n.1 b.
Mst = (WpwDL) * d/2
= ( 2000+.85 * 400) * 42/2
=49140 in.lb.
Puplift = 1(Mot - Mst)/d
= 811 Ib.
USE 4 ea. 1 /2 x 2- 1 /4 MI N. EMB. MI N. EMBED. ANCHOR.
CAPACITY OF 1 /2 x 2- 1 /4 MI N. EMB. = 550 I b. PULLWT & 181 0 I b. SHEAR
COMB1 NED STRESS1 = 1403 / 2200 + 426 / 7240 = 0.70
COMB1 NED STRESS2 = 81 1 / 2200 + 192 / 7240 = 0.40
COBRA GOLF
SHELF MASTER PR 0 JE CT
FOR
SEIZMIC
SHEET NO. 14 OF 15
GARY DATE 6- 05- 1 995 CALCULATED BY a MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91768
BASE PLATE :TYPE S/R
BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL
LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY).
THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE,
2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh/2 (FULL FIXITY). Mb IS THE SMALLEST
VALUE OBTAINED FROM THE 3 CRITERIA ABOVE.
Pcol = 2325 Ib. B = 7 in. D=5in. t = .375 in.
Mb= 6713 in.lb. b = 3.25 in. bl = 1.875 in.
P/A = Pcol/(D*B) = 66.42 psi.
MIS = Mb/((D*B/2)/6) = 164.4 psi.
fb2 =2b/B*fb=88.07psi.
fbl =fb-fb2 = 76.33 psi.
Mbase = w bl/2/2 = bl /2/2[ fa + f bl + .67f b2]
Mbase = 354.2 in.1 b.
Sbase = 1*t/2/6 = 0.0234 in.13
Fbase = .75Fy * 1.33 = 36000 psi.
fb/Fb = Mbase/(Sbase*Fbase) = .41
fa
ANCHOR TENSION
ZMo = 0
T*d2=[lvlbase- Pcol*b/2]
T = Mbase/d2 - Pcol*b/2d2
Mhse T
T=711 Ib.
t- d24 r*
a SEI ZMI C
MATERIAL H4NGNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91 768
COBRA GOLF
SHELF MASTER PROJECT
FOR -- -- I> OF I>
GARY DATE 6- 05- 1 995
SHEET NO.
CALCULATED BY
~~
SLAB AND SO1 L :TYPE S/R
THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE
ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING.
la) PUNCTURE
Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD
Pmax = 1.4 * Pcol + 1.7 * (Mot/d)
= 9,542 Ib.
Fpunct = 2*sqrt(f'c) = 89.4 psi.
dpunct = [(w+t/2)+(d+t/Z)F 2* t = 1 70.0 i n.Q
fv/Fv = Pmax/(Apunct*Fpunct) = 0.63
/b) SLAB TENS1 ON
Asoil =Pmax/(1.33 * fsoil) = 7.16 ft.12
= 1,031 in.12
L = sqrt(Asoi I) = 32.1 in.
B =sqrt(w*d) +t = 10.9 in.
b=(L-B)/2 = 10.6 in.
Mconc = wbQ/2 = (1.33*fsoil*b/2)/(144*2)
= 51 9.5 in.1 b.
Sconc = 1 *tW6 = 4.1 7 i n.5
Fconc = 50 *sqrt(f'c) = 201.25 psi.
fb/Fb = Mconc/(Sconc*Fconc) = 0.62
BASE PLATE
w =7 in.
d=5 in.
CONCRETE
t =5 in.
ftc=2000psi.
sQ!L
fs = 1000 psf.
MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTlC STREET POMONA CA 91768
.
PROJECT COBRA GOLF
FOR SHELF MASTER
SHEET NO. Al OF A7
CALCULATED BY MC DATE 7- 10- 1995
ADDENDUM
PROJECT COBRA GOLF
FOR SHELF MASTER
CALCULATED BY MC
SEI ZMI C
SHEET NO. A2 OF
7- 1 0- 1 995 DATE a MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91 768
PEOUlRE D CLEARANCE -LONGITUDINAL: INPUT DATA ................................................................................
Input Data ................................................................................
FRAME MAC file: COBRA GOLF- LONG.
Last modified at 5:11:19 PM on Wed, Jul 5, 1995.
All coord. and distances are in inch. There are 12 nodes and 14 elements.
There are 32 degrees of freedom; the half-bandwidth is 19. ................................................................................
Node information:
Node Location Location Restraint Restraint Restraint Hinge
1 0.000 0.000 Yes Yes No No 2 0.000 44.000 No No No No
3 0.000 92.000 No No No No 4 0.000 140.000 No No No No
5 0.000 188.000 No No No No
6 0.000 192.000 No No No No 7 108.000 0.000 Yes Yes No No 8 108.000 44.000 No No No No 9 108.000 92.000 No No No No 10 108.000 140.000 No No No No 11 108.000 188.000 No No No No 12 108.000 192.000 No No No No
No. inch (X)inch (X) (Y) (FX) (FYI (MZ) -_-____-______--________________________----------------------------------------
................................................................................
Node loads (only those that are in applied groups are listed):
Node Force or Group Magnitude Magnitude Magnitude
No. moment Ib (FX) lb (FY) lb-in (MZ) -_______________________________________------------------~-----~-----------~---
2 Force Misc. 1 10.0 0.0
3 Force Misc. 1 21.5 0.0 ~~
4 Force Misc. 1 32.5 0.0
5 Force Misc. 1 108.5 0.0 ................................................................................
Element loads (only those that are in applied groups are listed):
From, To Group From 1st Dist.Len/ MagX,L MagY,L MagX,R MagY,R Nodes inch lb-in Ib (FX) lb (FY) lb (FX) lb (FY)
2,8 Dead 1 0.000 ~ ~ 108.808 0.000 0.463 0.000 0.463
2,8 Live 1 0.000 108.000 0.000 3.472 0.000 3.472
3,9 Dead 1 0.000 108.000 0.000 0.463 0.000 0.463
3,9 Live 1 0.000 108.000 0.000 3.472 0.000 3.472
4,10 Dead 1 0.000 108.000 0.000 0.463 0.000 0.463
4,10 Live 1 0.000 108.000 0.000 3.472 0.000 3.472
5,11 Dead 1 0.000 108.000 0.000 0.463 0.000 0.463
5,11 Live 1 0.000 108.000 0.000 9.259 0.000 9.259
------------_-__________________________----------------------------------------
................................................................................
SEI ZMI C
MATERIAL HANDU-G ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 AlLANllC STREET POMONA CA 91768
PROJECT COBRA GOLF
FOR SHELF MASTER
OF A7 SHEET NO. A3
CALCULATED BY MC DATE 7- 10- 1995
REOUIRFD CLE ARANCE-LONGITUDINAL: OU TPUT DATA ................................................................................
Output Data ................................................................................
FRAME MAC file: COBRA GOLF- LONG.
Last modified at 5:11:19 PM on Wed, Jul 5, 1995.
All coord. and distances are in inch from the left (bot.) end of the element. ................................................................................
Support reactions: (pos. force is to right or up; pos. moment is ccw.)
Node React ion Reaction React ion No. lb (FX) lb (FY) lb-in (MZ)
1 -52.7 909.1 -__ 7 -119.8 1415.8 -_-
____________c-______------------------------------------------------------------
................................................................................
Node deformations: (positive is to right, up, or counterclockwise.) Node Deflect ion Deflection Rotation
No. inch (FX) inch (FY) radians (MZ)
1 0.0000 0.0000 -0.0000
2 0.0008 -0.0002 -0.0000
3 0.0014 -0.0003 -0.0000
4 0.0019 -0.0004 -0.0000
5 0.0023 -0.0005 -0.0000
6 0.0024 -0.0005 -0.0000
7 0.0000 0.0000 -0.0000
8 0.0008 -0.0002 -0.0000
9 0.0014 -0.8804 -0.0000
10 0.0019 -0.0006 -0.0000
................................................................................
11 0.0022 -0.0007 0.0000 12 0.0022 -0.0007 0.0000 ................................................................................
PROJECT COBRA GOLF
FOR SHELF MASTER
SHEET NO. A+ OF A7
SEI ZMI C
CALCULATED 8Y MC DATE 7- 10- 1995 a MATERIAL HANWNG ENGINEERING TEL (909)869-0989 FAX: (909)869-0981
161 ATLANllC STREET POMONA CA 91768
REOUIRED CLEARANCE
FX=108.5 FdY=9.259
-b 7 ..
FdY=3.472 I
DEFLECTION CRITICAL AT TOP OF RACK (NODE 6). A = .0024"*(3Rw/8)
= .0024"*(3*8/8)
= .0072" < 3" O.K.
~~
TEL:
SEI ZMI C
MATERIAL HANGffi ENGINEERING (909)869-0989 FAX: (909)869- 0981
PROJECT COBRA GOLF
FOR SHELF MASTER
SHEET NO. A”, OF AI
CALCULATED BY MC DATE 7- 1 0- 1 995
REOUIRED CLEARANCE-TRANSVERSE: INPUT DA TA ................................................................................
Input Data ................................................................................
FRAME MAC file:
Last modified at 8:53:59 AM on Thu, Jul 6, 1995.
All coord. and distances are in inch.
There are 24 nodes and 32 elements. There are 68 degrees of freedom; the half-bandwidth is 43. ................................................................................
Node information:
COBRA GOLF- TRANS.
Node Location Location Restraint Restraint Restraint Hinge
No. inch (X)inch (X) (Y) (FX) (FYI (MZ)
____________c___________________________--------------------------_-------------
1
2
3 4 5
6
7
8 9
10
11 12
13
14
15
16
17
18
19
20
21
22
23
0.000 0.000 0.000
0.000
0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
42.000
42.000
42.000
42.000
42.000
42.000
42.000
42.000
0.000
6.000
44.000 48.000 90.000 92.000
132.800 140.000
174.000 186.000 188.000 192.000
0.000
6.000 44.000
48.000
90.000
92.000
132.000
140.000
Yes
No No
No
No
No
No
No
No
No
No
No
Yes
No
No No
No
No No
No
Yes
No No No No No No No No No No No Yes
NO
No
No
No
No
No
No
No
No
No No
No
No No
No
No No No No
No
No
No
No
No
No
No
No
No
No
No No No No
No No No
No No No
No
No
No No
No
No
No No
42.000
42.000
174.000 No No No No
- .._ 186.000 No No No No
42.000 188.000 No No No No
24 42.000 192.000 No No No No
Node Force or Group Magnitude Magnitude Magnitude
No. moment lb (FX) Ib (FY) Ib-in (MZ)
................................................................................
Node loads (only those that are in applied groups are listed):
................................................................................
3 Force Live 1 13.5 425.0
6 Force Live 1 28.5 425.0
8 Force Live 1 43.5 425.0
11 Force Live 1 145.0 1050.0 15 Force Live 1 13.5 425.0
18 Force Live 1 28.5 425.0
20 Force Live 1 43.5 425.0
23 Force Live 1 145.0 1050.0 ................................................................................
PR 0 JE CT
FOR SHELF MASTER
COBRA GOLF
MATERIAL HANGNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA 0 CA 91768
SHEET NO. k OF A7
CALCULATED BY MC DATE 7- 10- 1995
PEOU IRED CLEARANCE-TRANSVERSE: OU TPUT DATA ................................................................................
Output Data ................................................................................
FRAME MAC file: COBRA GOLF- TRANS.
Last modified at 8:53:59 AM on Thu, Jul 6, 1995.
All coord. and distances are in inch from the left (bot.) end of the element.
Support reactions: (pos. force is to right or up; pos. moment is ccw.) Node Reaction Reaction Reaction No. Ib (FX) lb (FY) lb-in (MZ)
1 -244.8 583.8 ___
13 -216.2 4066.2 -__
................................................................................
................................................................................
................................................................................
Node deformations: (positive is to right, up, or counterclockwise.) Node Deflect ion Deflection Rotation
No. inch (FX) inch (FY) radians (MZ)
1 0.0000 0.0000 -0.0000
2 0.0000 -0.0000 -0.0000
3 0.0006 -0.0002 -0.0000
4 0.0007 -0.0002 -0.0000
5 0.0014 -0.0003 -0.0000
6 0.0015 -0.0003 -0.0000
7 0.0026 -0.0004 -0.0000
8 0.0028 -0.0005 -0.0000
9 0.0037 -0.0005 -0.0000
10 0.0040 -0.0006 -0.0000
11 0.0040 -0.0006 -0.0000
12 0.0042 -0.0006 -0.0000
13 0.0000 0.0000 -0.0000
14 0.0001 -0.0001 -0.0000
15 0.0007 -0.0006 -0.0000
16 0.0007 -0.0007 -0.0000
17 0.0015 -0.0011 -0.0000
18 0.0015 -0.0011 -0.0000
19 0.0026 -0.0014 -0.0000
20 0.0028 -0.0015 -0.0000
21 0.0037 -0.0016 -0.0000
22 0.0040 -0.0017 -0.0000
23 0.0041 -0.0017 -0.0000
24 0.0042 -0.0017 -0.0000
________________________________________----------------------------------------
................................................................................
COBRA GOLF
FOR SHELF MASTER
SHEET NO. A7 OF A7
CALCULATED BY MC
SEI ZMI C PROJECT
7- 10- 1995 DATE a MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTlC STREET POMONA CA 91768
REOUIRED CLEARANCE
DEFLECTION CRITICAL AT TOP OF RACK (NODE1 2,24).
A = .0042"*(3Rw/8)
= .0042"*(3*8/8)
= .0126" < 3" O.K.
STCRPGE RPCKS
MM-N RPCKS ~~
CPNTLNER RPCKS
HWf.5 ccrwaas cmRcusELs
- -. - ~
MATER1 AL HANDLI NG ENGI NEERI NG
EST. 1985
SEIZMIC
MATER1 AL HANDLI NG ENGI NEERI NG
EST. 1985
STCRPGE RPCKS STEB SHELVN: CKYWPRWPLS PLPSKA NveDA
LXM-N RPCKS STATEWPRWkS /wm WW MD(C0
CPNTLNER RPCKS STCRPGETPNKS PERMllTffi SWVTES CkWRNA CREMN HWf.5 PRCCUCT TESTffi c0Lmm PE"SYLVW ccrwaas FELO NSPKTlW OW0 lJrM cmRcusELs BOOKSTPCKS SPEW FPgRKATlW M6SUJRI WASHWON
STEB SHELVN: CKYWPRWPLS PLPSKA NveDA
STATEWPRWkS /wm WW MD(C0
PERMllTffi SWVTES
PRCCUCT TESTffi
FFI n NSPKTON
SEISMIC ANALYSIS
OF STORAGE RACKS FOR
COBRA GOLF
1 81 8 ASTON AVE.
CARLSBAD. CA
161 ATLANTIC STREET POMONA CA 91768 0 TEL: (909)869-0989 FAX: (909)869-0981
COBRA GOLF
SHELF MASTER SEIZMIC PROJECT
FOR
SHEET NO. 2 OF 15
CALCULATED BY GARY DATE 6-05- 1995 a MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91768
TABLE OF CONTENTS
DESCR I PTI ON
COVER SHEET
TABLE OF CONTENTS
SCOPE
PARAMETERS
CONFl GURATl ONS
COMPONENTS & SPECS.
LOADS AND DI STRl BUTION
LONGlTUDl NAL ANALYSIS
COLUMN
BEAM
BEAM TO COLUMN
BRACI NG
OVERTURN1 NG
BASE PLATE
SLAB & SOIL
PAGE #
1
2
2
3
4
5- 6
7
8
9
10
11
12
13
14
15
SCOPE:
THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH
THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES.
THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY,
NI THOUT ANY FI ELD WELD1 NG.
COBRA GOLF SEIZMIC PROJECT
FOR SHELF MASTER
SHEET NO. 3 OF 15
CALCULATED BY GARY DATE 6-05- 1995 a MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91 7ML
~
STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH
DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN
ANY ADJACENT BAYS.
THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH
LONGITUDINAL AND TRANSVERSE DIRECTION.
STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT,
WHILE THE BRACING ACT TRANSVERSELY.
1. COI
2. BEAM.
3. BEAM TO COLUMN.
4. BASE PLATE.
5. HORIZONTAL BRACING.
6. DIAGONAL BRACING.
7. BACK CONNECTOR.
W
>
IBlBUTARY AREA
....... / ............... 11-1
TRANSVERSE ...........................
___) LONGITUDINAL
MATERIAL HANiNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91 768
PROJECT COBRA GOLF
cna SHELF MASTER
SHEET NO. 4 OF 15
CALCULATED BY GARY DATE 6- 05- 1 995
. ..
CONFIGURATIONS
TYPE D/R
TYPE S/R
SEIZMIC PROJECT COBRA GOLF
FOR SHELF MASTER
5 OF 15 SHEET NO.
CALCULATED BY GARY DATE 6- 05- 1 995 a MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91768
BASE PLATE COLUMN
3- 1 /4X3X14GA STRESS -0.51 d CCCUMN d 7 x s x.375
BASE PINNED
TYPE D/R
BEAM
d 4-3/16~2-1/2~14gk
MAX LOI\D/LEML = 4,128 Ib.
BEAM IS O.K.
SPEC1 FI CAT1 ON
- MAIN STEEL 45000 PSI
OVERTURN1 NG
d ANCHCR STRESS = 0.1 3
# CFANCHCRS= 1
- BASE PLATE STEEL
-ANCHOR-WEDGETYPE 1/2x2-1/4MIN.EM
- FLOOR SLAB 5" X 2000 PSI. REINFORCED 192"
36000 PSI
BRACING SLAB & SOIL
HORIZONTAL ,/ DIAGONAL .\/ d PUNCT. STRESS = 0.44
STRESS= 0.10 STRESS = 0.25 BENDING STRESS -0.35
2x1- 1 /ax1 4GA 2x1- 1 /ax1 4GA
7-
750 Ib. $O# 4f-
I r 4L - # - > - 4 42"4
44"
L- 108'*4
f' - SOIL BEARING PRESSURE
- SEISMIC ZONE 4.
- TYPE = INTERCONNECTED UNITS.
- BASE SHEAR FORMULA = ZIC(WLL / 2 +wDL)/Rv/
1000 PSF
lu= 108" SECn CN AXIAL FCRCE MCMENT BEAM MCMENT I
6,449 i n.1 b. c stdmn. 1 2,325 Ib. 7,291 in.lb.
4,504 i n.1 b. <- stdmn. 2 1,900 Ib. 3,919 in.lb.
3,851 in.lb. <- stdccnn. 3 1,475 Ib. 3,401 in.lb.
4 1,050 Ib. 2,613 in.lb. 3,307 i n.1 b. <- stdccnn.
MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
J 7 x5 x.375
Mbase= 6713 in.lb.
OVERTURN1 NG
J ANCHOR STRESS = 0.70
# CFANCHORS= 4
PROJECT COBRA GOLF
FOR SHELF MASTER
3- 1 /4X3X14GA J STRESS ~0.48 4- 3/16~ 2- 1/2 x 14 W
4,128 I b.
J CaUMN
MAX LW/LEML =
BEAM IS O.K.
BRACI NG SLAB & SOIL
HORIZONTAL J DIAGONAL J d 2x1 - 1 /8X14GA 2x1 - 1 /8X14GA PUNCT. STRESS - 0.63
STRESS- 0.18 STRESS = 0.46 BENDING STRESS =0.62
SHEET NO. 6 OF 15
CALCULATED BY GARY DATE 6- 05- 1995
TYPE S/R
SPECIFICATION
- MAIN STEEL 45000 PSI
- BASE PLATE STEEL 36000 PSI
-ANCHOR- WEDGETYPE 1/2X 2-l/4MIN.
- FLOOR SLAB 5" X 2000 PSI. REINFORCED
- SolL BEARING PRESSURE
- SEISMIC ZONE 4.
- TYPE = SINGLE ROW UNITS.
- BASE SHEAR FORMULA = ZIC(WU+WDL)/RW
1000 PSF
Iu= 108" SECTl ON AXIAL FORCE MCMENT BEAM MCMENT
I
1 2,325 Ib. 6,713 in.lb. 7,809 in.lb. <- stdcmn. 2 1,900 Ib. 7,217 in.lb. 7,584 in.1 b. c stdmn. 3 1,475 Ib. 6,263 in.lb. 6,382 i n.1 b. <- stdccnn. 4 1,050 Ib. 4,813 in.lb. 4,406 in.lb. <- stdcmn.
1 I I I
SEIZMIC PROJECT COBRA GOLF
FOR SHELF MASTER
SHEET NO. 7 OF 15
CALCULATED BY GARY DATE 6- 05- 1 995 a MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 AlLANTlC STREET POMONA CA 91768
LOADS & DI STRl BUT1 ON :TYPE S/R 2
UVE LOAD PER SHELF
DEAD LOAD PER SHELF
WHERE V=ZIC[wDL+wU]/Rw
(BASED ON CUENl SUPPUED DATA ) = wU.
= wDL
SEISMIC SHEAR BASED ON STD 27-1 1 OF ME 1991 UBC = v.
SEISMIC ZONE = 4
z = .4
I =1
C = 2.75
RW (LONGITUDINAL) = 8
RW (TRANSVERSE) =6
wDL = 100 I b.
INTERCONNECTED UNITS.
LONGlTUDl NAL DIRECTION
Vlong = .4 * 1 * 2.75 * ( 4250 + 400 ) / 8
Vlong = 639 Ib.
Fi = V Whi/IWh
TRANSVERSE DIRECTION
Vlong = .4 * 1 * 2.75 * ( 4250 + 400 ) / 6
Vtrans = 852 I b.
Fi =V Whi/tWh
TOTAL FRAME LOAD = 4,650 I b.
2,000 Ib.
750 Ib.
750 Ib. I# - 108"d
Iu= 108"
COBRA GOLF
SHELF MASTER
SHEET NO. 8 OF 15
SEIZMIC PROJECT
FOR
CALCULATED BY GARY DATE 6- 05- 1 995 a MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANllC STREET POMONA CA 91768 I LONGITUDINAL ANALYSIS :TYPE S/R I THE ANALYSIS IS BASED ON THE PORTALMETHOD,WH THE POINT OF CONTRA FLEXURE OF THE
COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE
THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR 1 ' CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT
CARRY MOMENT).
Vlong=2*Vcol = 6391b.
VCOI = 3201b.
F1= 19 Ib.
F2= 40 I b.
F3= 60 I b.
F4= 201 Ib.
BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SKT.
Mbase = 671 3 i n.1 b.
Mupper + MIower = Mconn'R' + Mconn'L'
Mconn'R' = Mconn'L'
Mconn * 2 = Mupper + MI ow er
Mconn = [Mupper + MI ow er Y2
RESULTING FORCES ON COLUMN
SECT1 ON AXIAL LOAD MOMENT Mconn
7808
7583
6381
1 2325 671 3
2 1900 7216
3 1475 6263
4 1050 481 2
SEI ZMI C PROJECT COBRA GOLF
FOR SHELF MASTER
9 OF 15 SHEET NO.
CALCULATED BY GARY DATE 6- 05- 1995 a MATERIAL HANDLING ENGINEERING TEL (909)869- 0989 FAX: (909)869- 0981
161 ATLANTIC STREET POMONA CA 91768 I COLUMN ANALYSIS :TYPE S/R
COLUMN IS ANALYZED PER AIS1 COLPFORMED STEEL DESIGN MANUAL.
Prnax = 2,325 Ib. Mrnax = 6,713 in.lb.
Kxlx/rx = 1.2 * 42 / 1.474 = 34.2 <- GOVERNS
Kyly/ry = .8 * 42 / 1 .OS9 = 31.7
Cc = (2~1/2E/Fy)/.5
= 11 2.8
SINCE Kl/r eCc,
= 22,429 psi.
Fa = .522Fy - [(kl/r*Fy)/l494]/2
fa = Prnax/Area
= 3,793 psi.
fb = Mmax/Sx
= 8,197 psi.
fa/Fa =0.17 >.1 5
F'e = 12~~/2E/23(KxIx/rx)/2
F'e = 127,728 psi.
Fb = .6*Fy = 27,000 psi.
Crn*fb/Fb[l-fa/F'e] = 0.31
COMB1 NED STRESS = 0.48
z=mz:
-I c kc 11
SECTION PROPERTIES
A= 3.25" B = 3" C = ,625" D = 0"
E 0" Wt = O#
tl = .0747" t2 0"
IX = 1.33""4 sx = .81 9"A3 rx= 1.474"4? ry= 1.059"q
Area= .613"4? ly = .687""4
sy = .45"A3
PROJECT COBRA GOLF
FOR SHELF MASTER
SHEET NO. 10 OF 15
SEI ZMI C
GARY DATE 6- 05- 1 995 CALCULATED BY a MATERIAL HANWNG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91768
BEAM ANALYSIS :TYPE S/R
BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACilY TO STABUZE THE SYSTEM,
ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING
THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL MOMENT CAPACilY, THE
PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR
2,000 in.lb. WHICH EVER IS SMALLER) WILL BE ADDED.
I act = 108.0 in.
I rnax = [1950 + 1200(Ml/M2)lb/Fy
SINCE M1 /M2 = 1 .O
lrnax = 31 5O*b/Fy = 175 in.
SINCE I max >I act Fb = .60Fy = 27,000 psi.
' MAXI MUM STATl C LOAD PER LEVEL DEPENDS ON
1) BENDING CAPACITY
M=Sx* Fb=w1/2/8
= 31 349'1 n.1 b.
CAPACITY = 2(8*M/l) = 41 281 b. Sx= 1.161 in.A3
Ix= 2.431 in.4 2) MAXIMUM ALLOWABLE DEFLECTION (U180).
A = 5w I /4/384El
CAPACITY = 2[(384EI)/(5*180*1'2)]= 52461b.
MAXI MUM STATl C LOAD PER LEVEL IS 4,128 I b.
ALLOWABLE AND ACTUAL BEND1 NG MOMEM AT EACH LEVEL.
Mstatic= wlh2/8= LIM.L04D*L/(2*8)
Mi rnpact = l.l25*Mstatic Msei smi c = Mconn (SEE LONG. ANALYSIS)
MalIcw(static) = Sx * Fb
MalIm(seismic) = 1.33 * Sx * Fb
LEVEL Mstatic Mimpact Mallow Mseismic Mallow RESULT
i ,125 t.+static (stati C) (seismic)
1 5062 5695 27866 7808 41 799 GOOD
2 5062 5695 27866 7583 41 799 GOOD
3 5062 5695 27866 6381 41 799 GOOD
4 13500 15187 27866 4406 41 799 GOOD
MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA 0 CA 9176R
PROJECT COBRA GOLF
FOR SHELF MASTER
SHEET NO. 11 OF 15
CALCULATED BY GARY DATE 6- 05- 1995
BEAM TO COLUMN CONNECTION Mupper
Mconn= ( Mlower + Mupper )/2 + Mend n Mconn. r-l Mconn.
CAPACITY OF CONNECTOR
a) SHEAR CAPACITY OF 7/16" DIA. STUD
Area = .4375A2n/4 = ,150 ""2
Pmax = 3,000#
Fy = 50,000 psi
b) BEARING ON COLUMN
(PER UBC SEC. 27-1 1 E3.3)
Abrg. = t D = .5 ' t Fu= 65,000 psi min.
t = ,0747 min.
Pmax brg. = Area ' Fbearing = .5t * 2.22 ' FU
= 5,389# > 3,000#
C) MOMENT CAPACITY OF BRACKET
S bracket = .11 O""3
Mcap = S ' Fbending = .I 1 0 * .66 ' Fy
C = Mcapl.75 = 1 .I 1 PI
PI = 1.20 Mcap = .0872 Fy = 4,360# > 3,000#
SINCE PLUG GOVERNS P1=3,000#
Mconn. cap.= PI * 4.5 + P2 * .5
= 4.555 ' 3,000#'1.33
= 18,220 "#
a Mlower
C 1/2"
C=PI+P2 = PI + (.5/4.5)P1 = 1.11 PI
Sbracket = .I 1 0"A3
a SEIZMIC
MATERIAL HAW-NG ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981
161 ATLANTIC STREET POMONA CA 91768
PROJECT COBRA GOLF
FOR SHELF MASTER
SHEET NO. 12 OF 15
CALCULATED BY GARY DATE 6-05- 1995
. __
TRANSVERSE ANALYSIS :BRACING :TYPE S/R
IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND
COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE
ON THE DIAGONAL MEMBER AS IT WILL GOVERN.
DIAGONAL BRACING : COMPRESSION MEMBER
L di ag. = [(L- 6)/2+(D 2* Bcol )I2115
Vdiag =Vtrans * Ldiag. / D
kl/rmin = [ 1 * 50.9 I/ .356
= 50.9
= 1033#
= 143.0
Fa =[121~/2EY[23(kl/r)/2]
= 7301 psi.
fa/Fa =Vdi ag/(Area*Fa)
= 0.46
I I-
D= 42" -1
DlAGaVAL AND HCRl ZCMAL BRAM NG [-iI Area= rmin= ,306 ,356 "4 "
t= .0747 " w= 2 " H= 1.125 "
..
OVERTURN1 NG :TYPE S/R
ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 27.1 109(c) OF THE 1991 U.B.C.
STANDARD 27-1 1.
FULLY LOAMQ
TOTAL SHEAR = 852 Ib.
Mot =Vtrans * ht * 1.15
=852* 158" 1.15
= 155331 in.lb.
Mst = I(Wp+.85wDL) * d/2
= ( 4250+.85 * 400) * 42/2
= 96390 i n.1 b.
Pup1 i ft = 1 (Mot - Mst)/d
= 1403 Ib. <- CRITICAL
rop SHELF LOADED
SHEAR = 385 I b.
Mot =Vtop* h* 1.15
=385* 188" 1.15
= 83237 i n.1 b.
= ( 2000+.85 * 400) * 42/2
= 491 40 i n.1 b.
Puplift = 1 (Mot - Mst)/d
= 811 Ib.
Mst = (Wp+wDL) * d/2
USE 4 ea. 1 /2 x 2- 1 /4 MI N. EMB. MI N. EMBED. ANCHOR.
CAPACITYOF 1/2 x 2-1/4 MlN.EMB.=550lb.PULLWT& 18101b.SHEAR
COMB1 NED STRESS1 = 1403 / 2200 + 426 / 7240 = 0.70
COMBINED STRESS2 = 81 1 / 2200 + 192 / 7240 = 0.40
a SEIZMIC
MATERIAL HANGffi ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768
PROJECT COBRA GOLF
Cna SHELF MASTER
SHEET NO. 14 OF 15
GARY DATE 6-05- 1995 CALCULATED BY
. ..
BASE PLATE :TYPE S/R
BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL
LOAD P, COMBINED WKH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY).
THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE,
2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh/2 (FULL FIXITY). Mb IS THE SMALLEST
VALUE OBTAINED FROM THE 3 CRITERIA ABOVE.
Pcol =2325lb. B=7in. D=5in.
Mb = 671 3 i n.1 b. b = 3.25 in.
P/A = Pcol/(D*B) = 66.42 psi.
M/S = Mb/((D*B/2)/6) = 164.4 psi.
fb2 = 2b/B*fb = 88.07 psi.
fbl =fb-fb2 = 76.33 psi.
Mbase = 354.2 i n.1 b.
Sbase = 1 * tW6 = 0.0234 i n.13
Fbase = .75Fy * 1.33 = 36000 psi.
fb/Fb = Mbase/(Sbase*Fbase) = .41
Mbase = w bl/2/2 = bl Q/2[ fa + f bl + .67f b2]
ANCHOR TFNSI ON
~Mo = 0
T*d2=[Mbase- Pcol* b/2]
T = Mbase/d2 - Pcol" b/2d2
T=711 Ib.
t = .375 in.
bl =1.875 in.
fb
,. .-
MATERIAL HANENG Ekiivccni TEL: (909)869-0989 FAX: 1909W
FOR SHELF MASTER
1c 15 I" OF SHEET NO. Id
CALCULATED BY GARY DATE 6- 05- 1995 NG $9-0981
.w.l.,rr"l
161 'AniNnc STREET POMONA O'CA 91768
SLAB AND SOIL :TYPE S/R
THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE
ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING.
la) PUNCTURE
Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD
Pmax = 1.4 * Pcol + 1.7 * (Mot/d)
= 9,542 Ib.
Fpunct = 2*sqrt(f'c) = 89.4 psi.
Ipunct = [(w +t/2)+(d+t/Z)P 2* t = 1 70.0 i n.Q
fv/Fv = Pmax/(Apunct*Fpunct) = 0.63
fb) SLAB TENS1 ON
Asoil =Pmax/(1.33 * fsoiI)= 7.16ft.Q
= 1,031 in.4
L = sqrt(Asoi1) = 32.1 in.
B=sqrt(w*d)+t=lO.gin.
b=(L-B)/2 = 10.6 in.
Mconc = wb/2/2 = (1.33*fsoiI*b/2)/(144*2)
= 519.5 in.lb.
Sconc = 1 * t/2/6 = 4.1 7 i n.4
Fconc = 50 *sqrt(f'c) = 201.25 psi.
fb/Fb = Mconc/(Sconc*Fconc) = 0.62
BASE PLATE
w =7 in.
d-5 in.
CONCRETE
t =5 in.
f'c = 2000 psi
s2.L
fs = 1000 psf
1 rn
m