04-3648 (RC)T44t 4 4QrtGda
P.O. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number, �.
Property Address `.
APN:
Tenant nbr, name
Application description
Property Zoning . . . .
Application valuation .
BUILDING PERMIT
BUILDING & SAFETY DEPARTMENT
(760).777-7 - 012
FAX (760) 777-711
INSPECTION REQUESTS (760) 777-7153
X04=0-0-003648 Date 4/28/04
. . . 79375 HIGHWAY 111
649-030-999-5 -30420 -
RECEIV'G RM STORAGE RACK
REMODEL-- COMMERCIAL
. REGIONAL COMMERCIAL
20000 . r
Owner
------------------------
STAMKO DEV CO
C/O PROVIDENT FINANCIAL MGMT
10345 W OLYMPIC BLVD 2 FL
LOS ANGELES CA 90064
I
Contractor
STAMKO DEVELOPMENT COMPANY
3856 VIA DOLCE
MARINA DEL REY CA 90292
(310) 789-5288
Fee summary Charged Paid CreditedCl'rL ��'`�Du
----------------- ---------- ---------- ----------`r
WCC: STATE FUND
WC: 1557214
05/01/04
CSLB: 762799
05/31/05
CCC:_ A
--------------------------
Structure Information -------------------------
Construction Type . .
. . . TYPE V - NON RATED
Occupancy Type . . .
. . . MERCANTILE
Flood Zone . . . . .
. . . NON -AO FLOOD ZONE
Other struct info
CODE EDITION 2001
FIRE SPRINKLERS YES
MIXED-USE OCCUPANCY M•
v
Permit . . . . . .
BUILDING PERMIT
Additional desc
Permit Fee . . . .
207.00 Plan Check Fee
Issue Date . . . .
Valuation . . . .
20000
Qty Unit Charge
Per
Extension
BASE FEE
45.00
18.00 9.0000
-----------------------------------.-----------------------------------------
THOU BLDG 2,001-25,000
r 162.00
Special Notes and Comments -..
COMMERCIAL - PETSMART RECEIVING ROOM
STORAGERACKS. 2001 CODES
F,ii
7�J114
Fees . . . . .
---Other
. . STRONG MOTION (SMOM2
Fee summary Charged Paid CreditedCl'rL ��'`�Du
----------------- ---------- ---------- ----------`r
o
1 14.
P.O. BOX 1504 • VOICE (760) 777-7012
78-495 CALLE TAMPICO FAX (760) 777-7011
LA QUINTA, CALIFORNIA 92253 4INSPECTIONS (760) 777-7153
BUILDING & SAFETY DEPARTMENT
Application Number: &q 6 Date:
Applicant: Architect or Engineet
/h . d --
Applicant's Mailing Address:, A Architect or Engineer's Address:
I hereby affirm under penalty of perjury that
e, and my Licensgggqs in full force and of
License Class_ _ .,IL{,
Lic. No.
BUILDING PERMIT DECLARATIONS
LICENSED CONTRACTOR'S DECLARATION
am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed
statement that he or she is licensed pursuant to the provisions of the Contractors' State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business
and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects
the applicant to a civil penalty of not more than five hundred dollars ($500).):
U 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 Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work
himself or herself or through his or her own employees, provided that the 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 or she did not build or improve for the purpose of sale.).
U I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors'
State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.).
U I am exempt under Sec. , BA P.C. for this reason
Date Owner.
WORKERS' COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
I have and will maintainwork s' compensation in nce, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is
isd. workers' com nsation i e carrier and policy number ar
Carrier L4 0olicy Number 1
I e i y , in the performan-0toI the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers'
compensationlaws of Calif*1 , and agree that, if I s�67I� become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall
forthwith comply with those rbvisions. i / )
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND
CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES.
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.),
Lender's Name
Lender's Address
APPLICANT ACKNOWLEDGEMENT
IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit
issued as a result of this application, the owner, andthe applicant, each agrees to, and shall, defend, indemnify and hold harmless the City of La Quinta, its
officers, agents and employees for any act or omissi n related to the work being performed under or following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or
cessation of work for 180 days will subject permit Ito cancellation.
I certify that I have read this application and st to that the ab ve information 's correct. I agr a to mply with all city and county ordinances and state laws relating to building
construction, and hereby authorize repr tives of this co fy to enter u n the above- entione property for inspection purposes.
iDate a� �� Signature (Applicant or Agent):
`
`Application Number
' ' '
O4 -O0003648
Permit Fee Total
207'00
''00
' Plan Clzeob Total
I'4'55
'O(
Other Fee Total
4'20
'00
Grand Total
.
~ ` '
345'75
'00
F,
Page. 2
Date 4/28/04
'OO
2O7'0O
'00
l34'55
'OO
4'2O
'O0
345'75
SEIZMIC
MATERIAL HANDLING ENGINEERING
EST. 1985
STORAGERACKS
STEELSHELVING
CITYAPPROVALS
ALASKA
NEVADA
DRIVEIN RACKS
MOVABLE SHELVING
STATE APPROVALS
ARVONA
NEW ME)GCO
CANTILEVER RACKS
STORAGE TANKS
PERMITTING SERVICES
CALIFORNIA
CSN
ME A S
MODULAROFICES
PRODUCTTESIING
COLORADO
PENNSYLVANIA
CONVEYORS
GONS
E' V E
FIELD INSPECTION
IDAHO
UTAH
CAROLISELS
BOOKACKS R E C t�
SPECIAL FABRICATION
MISSOURI
WASHINGTON
nrT 3 0 2003
'G0980N ENG. CONTR., I"'
SEISMIC A_NALY_SIS
OF STORAGE RACKS FOR
PETSMART 01230
x79375—HWY 1-11-
LA 60, NTA CA f
#03-1405
APPROVED BY
SAL E. FATEEN
10-10-03
P -L M. <�\
� No. 353215
E14Lx, 09-6. I._ �.
of
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
ya�v ► c -®®lam S
DATF,.lL;.bo I o BY-X&,..f.
161 ATLANTIC STREET POMONA CA 91768 TEL: (909)869-0989 FAX: (909)869-0981
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 - FAX: (909)869-0981
161 ATLANTIC STREET - POMONA - CA 91768
.PROJECT PETSMART 1230
FOR SUNBELT MATERIAL HANDLING
SHEET NO. 2 OF 1 6
CALCULATED BY RF DATE 10-10-03
TABLE OF CONTENTS
DESCRIPTION
PAGE #
COVER SHEET _
1,
TABLE OF CONTENTS
2
SCOPE
2
PARAMETERS
3
CONFIGURATIONS
4 - 4
COMPONENTS & SPECS.
5- 6
.LOADS AND DISTRIBUTION
7
LONGITUDINAL ANALYSIS
g
COLUMN
9- 10
BEAM
11
BEAM TO COLUMN
12
BRACING
13
OVERTURNING
14
BASE PLATE
15
.SLAB & SOIL
16
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,
WITHOUT ANY FIELD WELDING.
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
161 ATLANTIC AVENUE • POMONA • CA 91766
s
PROJECT_ PETSMART .1230
FOR SUNBELT MATERIAL HANDLING
SHEET NO. 3 OF 1 6
CALCULATED BY RF DATE 10-10-03
PARAMETERS:
STORAGE RACKS CONSIST OF ONE OR MORE BAYS, IN SINGLE DEEP ROWS,WITH THE COLUMNS OF THE VERTICAL
FRAMES BEING COMMON BETWEEEN ANY ADJACENT BAY.
THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH LONGITUDINAL AND TRANSVERSE
DIRECTIONS.
STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, WHILE THE BRACING ACTS
TRANSVERSELY.
1. COLUMN.
2. BEAM.
3. BEAM TO COLUMN.
4. BASE PLATE.
5. HORIZONTAL BRACING.
6. DIAGONAL BRACING.
TRIBUTARY AREA
TRANSVERSE
LONGITUDINAL
TOP VIEW
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
CONFIGURATIONS
,PROJECT PETSMART 1230
FOR SUNBELT MATERIAL HANDLING
SHEET NO. 4 OF 1 6
CALCULATED BY RF DATE 10-10-03
TYPE 1 (108"W) STORAGE RACK
A nnn ih
�`- 108"
TYPE 2 (132"W) STORAGE RACK
6,000 Ib.
3
8"
42"
ol 6.000 Ib.
2
144" 48" 2„
6,000 Ib.
47
.�- 132'
* 42" 4
fi 42" 4
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
TYPE 1 (108"W) STORAGE RACK
PROJECT PETSMART 1230
FOR SUNBELT MATERIAL HANDLING
SHEET NO. 5 OF 1 6
CALCULATED BY RF DATE 10-10-03
000 lb
SPECIFICATION
- MAIN STEEL 55000 PSI 8"
- BASE PLATE STEEL 36000 PSI
- ANCHOR - WEDGE TYPE 1/2 x 3-1/2 MIN. EM t
ED.
- FLOOR SLAB 5" X 3000 PSI. REINFORCED 144" 48"
- SOIL BEARING PRESSURE 1000 PSF
- SEISMIC ZONE 4.
- TYPE = SINGLE ROW UNITS.
— 1081,
lu = 108"
SFC:TInN AXIAL FORCE MOMENT
862#
BEAM MOMENT
732#
—Ir
366#
--w
fi 42" 4
1
6,150 Ib.
25,968 in.lb.
23,613 in.lb. <-std.conn.
2
4,100 - Ib.
17,258 in.lb.
15,806 in.lb. <-std.conn.
3.
2,050 Ib.
10,355 in.lb.
7,177 in.lb. <-std.conn.
TYPE 1 (108"W) STORAGE RACK DESIGN LOAD = 4000#
BASE PLATE
COLUMN
BEAM
4
4
3X3X12GA(302)
8 X 8 X .375
COLUMN
STRESS =0.71
5-1 /4X2 -3/4X1 4GA(5240)
TO 1�
3X3X12GA/3X12GA
Mbase = 13725 in.lb.
MAX LOAD/LEVEL= 5,931 Ib.
BACKER
STRESS =0.51
BEAM IS O.K.
OVERTURNING
BRACING
SLAB & SOIL
�I
HORIZONTAL �
DIAGONAL 4
4
ANCHOR STRESS = 0.60
1-1/2 X 1-1/4
X 14 GA
1 1/2 X 1 1/4 X 14 GA (DOUBLE)
PUNCT. STRESS = 0.87
# OF ANCHORS= 2
STRESS=
0.39
STRESS=
0.49
BENDING STRESS =1.27
DESIGN PER THE 2001 CBC/ 1997 UBC ZONE -4, Na=1.0. ANCHORS ARE HILTI KWIK
BOLT II WEDGE TYPE I.C.B.O. #4627 OR APPROVED EQUAL. ANCHOR VALUES ARE
WITHOUT SPECIAL INSPECTION REQUIREMENTS.
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
TYPE 2 (132"W) STORAGE RACK
PROJECT PETSMART 1230
FOR SUNBELT MATERIAL HANDLING
SHEET NO. 6 OF 1 6
CALCULATED BY RF DATE 10-10-03
SPECIFICATION 3
- MAIN STEEL 55000 PSI 8"
- BASE PLATE STEEL 36000 PSI
- ANCHOR - WEDGE TYPE 1/2 x 3-1/2 MIN. EM ED. 2
- FLOOR SLAB 5" X 3000 PSI. REINFORCED 144"
8'•
- SOIL BEARING PRESSURE 1000 PSF
- SEISMIC ZONE 4.
1
- TYPE = SINGLE ROW UNITS.
48„
6,000 lb.
6,000 Ib.
6,000 Ib.
1
r
2"
855#
2"
427#
10 10
16
544#
-0
.�— 132" fi 42" 4
lu = 132"
,,F(' TION AXIAL FORCE MOMENT BEAM MOMENT
1
9,150 Ib. 37,330 in.lb.t
33,503 in.lb. <-req'd H.D. conn.
2
6,100 Ib. 25,676 in.lb.
22,541 in.lb. <-std.conn.
3
3,050 Ib. 15,406 in.lb.
9,703 in.lb. <-std.conn.
TYPE 2 (132"W) STORAGE RACK DESIGN LOAD = 6000#
BASE PLATE
COLUMN
BEAM
3X3X12GA(302)
15 X 46 X .5
COLUMN
STRESS =1.08
6 -3/8X2 -3/4X1 4GA(6340)
TO 1 �
3X3X12GA/3X12GA
Mbase = 21725 in.lb.
MAX LOAD/LEVEL = 7,111 Ib.
BACKER
STRESS =0.77
BEAM IS O.K.
OVERTURNING
BRACING
SLAB & SOIL
HORIZONTAL �
DIAGONAL q
ANCHOR STRESS = 0.31
1-1/2 X
1-1/4 X 14 GA
1 1/2 x 1 1/4
x 14 GA DBL.
PUNCT. STRESS = 0.41
# OF ANCHORS= 2
STRESS= 0.57
STRESS
= 0.73
BENDING STRESS =0.73
NOTE:'*LEVEL 1 TO USE H.D. 4 -PIN CONNECTOR W/ FULL "D" WELD. BASE PLATE TO
BE 10" X 10" X 1/2" THK OVER 15" X 33.9# X 46" C -CHANNEL. TO RUN FROM FRONT
TO REAR COLUMN AT EVERY FRAME ON THE 132" WIDE BAYS. COLUMN BACKER
REQUIRED TO FIRST BEAM LEVEL @ 48".
` e=SE1ZM1:C:=
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
161 ATLANTIC AVENUE • POMONA • CA 91768
PROJECT PETSMART 1230
FOR._ SUNBELT MATERIAL HANDLING
SHEET NO. 7 OF 1 6
CALCULATED BY RF DATE 10-10-03
LOADS & DISTRIBUTION: TYPE 2 (132"M STORAGE RACK
LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) = wLL
DEAD LOAD PER SHELF = wDL
SEISMIC BASE SHEAR DETERMINED IN ACCORDANCE WITH SECTION 1630.2.1 OF THE 2001 CBC/1997 UBC =V.
WHERE: V = ((2.5 x Ca x I) / R) x Wtotal
' Wtotal = (wLL/1 + wDL)
SEISMIC ZONE = 4
Ca = 0.44Na WHERE Ca = 0.44Na AND Na = 1
I = 1.00
SOIL COEF. = Sd
R (LONGITUDINAL) = 5.6
(SECTION 2228.5.2 )
R (TRANSVERSE) =�4.4
(SECTION 2228.5.2 )
wDL = 100 LB
n = 1
SINGLE ROW UNITS
DEPTH= 42 in
LONGITUDINAL DIRECTION:
Vlong = [2.5*0.44`1*(18000/1+300)/5.6)/1.4
= 2,568 Ib
Fi = V Whi/jWh
TRANSVERSE DIRECTION:
Vtrans= [2.5*0.44*1*(18000/1+300)/4.4]/1.4
= 3,268 Ib
Fi = V Whi/jWh
SEISMIC DISTRIBUTION:
LEVEL
h WEIGHT
HEIGHT
W X H
Fi (long)
FI (trans)
Mot
IN LB
IN
LB -IN
LB
LB
IN -LB
1 48.0 6,000
48.0
288,000
427.9
544.6
26,142.9
2 48.0 6,000
96.0
576,000
855.9
1,089.3
104,571.4
3 .48.0 6,000
144.0
864,000
1,283.8
1,633.9
235,285.7
TOTAL FRAME LOAD = 1t8300'LB
I =1 1,728,000
2568 LB 1 3268 LB 1 366,000 IN -LB
4
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 '• FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
,I
PROJECT PETSMART 1230
'FOR SUNBELT MATERIAL HANDLING
SHEET NO. 8 OF 1 6
CALCULATED BY RF DATE 10-10-03
LONGITUDINAL ANALYSIS :TYPE 2 (132"W) STORAGE RACK
THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE
COLUMNS ASSUMED AT MID -HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE
THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR
CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT
CARRY MOMENT).
Vlong = 2 * Vcol = 2,568 Ib.
F2
Vcol = 1,284 Ib.
F 1 = 214 1 b. 48 in. Beamoo
F 2 = 428 Ib. Fl
F 3 = 642 I b . 48 In. h=46 in. Col. to slab.
BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT.
Mbase = 21725 in.lb.
Mupper + Mlower = Mconn'R' + Mconn'L' Mconn Mupper
Mconn'R' = Mconn'L'
Mconn * 2 = Mupper.+ Mlower
Mconn = [Mupper -+ Mlower]/2Mconn°R"
Mlower
RESULTING FORCES ON COLUMN
Pcol
SECTION AXIAL LOAD MOMENT Mconn 11 Mbase
1 9150 37329 B-7SLAB
33502
2 6100 25676
22540
3, 3050 15405
SEIZMIC
'MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • -FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT PETSMART 1230
FOR SUNBELT MATERIAL HANDLING
SHEET NO. 9 OF 1 6
CALCULATED BY RF DATE 10-10-03
COLUMN ANALYSIS :TYPE 2 (132"W) STORAGE RACK
COLUMN IS ANALYZED PER AISI COLD -FORMED STEEL DESIGN MANUAL.
Pmax = 9,150 Ib. Mmax = 37,330 in.lb.
Kxlx/rx = 1.2 * 45 / 1.3 = 41.5< -GOVERNS
Kyly/ry = .8 * 42 / 1.848 = 18.2
Cc = (2jt"2E/Fy)".5
= 102.0
SINCE KI/r <= Cc,
Fa = .522Fy - [(kl/r*Fy)/1494]"2
= 26,372 psi.
fa = Pmax/Area
= 5,011 psi.
fb = Mmax/Sx
= 18,130 psi.
fa/Fa = 0.19 >.15
Fe= ' 12, 2E/23(Kxlx/rx)"2
Fe = 86,547 psi. -
Fb = .6*Fy = 33,000 psi.
Cm*fb/Fb[1-fa/F'e] = 0.58
COMBINED STRESS = 0.77
r
�_ A
SECTION PROPERTIES
A=3"
B=3"
C=.75"
D=3"
E
_ .75"
Wt. =
0#
t1
= .1046"
t2 =
.1046"
Area =
1.826""2
Ix
= 3.089""4
ly =
6.238""4
Sx
= 2.059""3
Sy =
2.035""3
rx
= 1.3" '
ry =
1.848"
Front View Side View
t
42"
42"
4-
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 - FAX: (909)869-0981
161 ATLANTIC STREET - POMONA - CA 91768
PROJECT PETSMART 1230
FOR SUNBELT MATERIAL HANDLING
SHEET NO. 10 OF 1 6
CALCULATED BY RF DATE 10-10-03
COLUMN ANALYSIS :TYPE 2 (132"W) STORAGE RACK
COLUMN IS ANALYZED PER AISI COLD -FORMED STEEL DESIGN MANUAL.
Pmax = 6,100 Ib. Mmax = 25,676 in.lb.
Kxlx/rx 1.2 * 48 / 1.3- = 4 4.3 <- GOVERNS
Kyly/ry = .8 * 42 / 1.079 = 31 .1
Cc = (2n"2E/Fy)".5
= 102.0
SINCE KI/r <= Cc,.
Fa = .522Fy [(kl/r*Fy)/14941"2
26,049 psi.
fa' Pmax/Area
= 6,681 psi.
f = Mmax/Sx
24,928 psi.
fa/Fa = 0.26 >.15
Fe = 12jc"2E/23(Kxlx/rx)"2
Fe 76,066 psi.
Fb = .6*Fy = 33,000 psi.
Cm*fb/Fb[1-fa/F'e1 = 0.83
COMBINED STRESS =1.08
SECTION PROPERTIES
A=3„
B=3„
C=.75"
D=0"
E = 0"
Wt.
= 0#
t1 = .1046"
t2 =
0"
Area =
.913""2
Ix = 1.544""4
ly
= 1.064""4
Sx = 1.03""3
Sy
= .68""3
rx = 1.3"
ry =
1.079"
,Front View Side View
t
42"
4I2' "
-�`-
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT PETSMART 1230
FOR SUNBELT MATERIAL HANDLING
`SHEET NO. 11 OF 1 6
CALCULATED BY RF DATE 10-10-03
EAM ANALYSIS :TYPE 2 (132"W) STORAGE RACK
BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY 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. MOMENT CAPACITY, THE
PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR
2,000 in.lb. WHICH EVER IS SMALLER) WILL BE ADDED.
lact = 132.0 in.
Imax = [1950 + 1200(M1/M2)]b/Fy
SINCE M1/M2 = 1.0
Imax = 3150*b/Fy = 158 in.
SINCE Imax > lact Fb = .60Fy = 33,000 psi.
MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON
1) BENDING CAPACITY
M = Sx* Fb = wl"2/8
= 66000in.lb.
CAPACITY = 2(8*M/1) = 71111b.
2) MAXIMUM ALLOWABLE DEFLECTION (L/180).
A = 5wl"4/384E1
CAPACITY = 2[(384E1)/(5*180*I"2)] = 90581b.
MAXIMUM STATIC LOAD PER LEVEL IS 7,111 Ib.
ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL.
r12.75"
.75"-4
0 0
0 1.1625"
T
6.375"
Sx = 2.000 in."3
Ix = 6.270 in.^4
Mstatic
= wl"2/8 =
LIVE.LOAD*L/(2*8) Mallow(static) = Sx Fb
Mimpact. _= 1.125*Mstatic
Mallow(seismic) = 1.33 * Sx * Fb
Mseismic = Mconn (SEE
LONG. ANALYSIS)
LEVEL
Mstatic
Mimpact
Mallow Mseismic
Mallow RESULT
1.125 Mstatic
(static)
(seismic)
1
49500
55687
65999 33502
87999 GCCD
2
49500
55687
65999 22540
87999 GCCD
3
49500
55687
65999 9702
87999 GOCD
ro SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 8694=9 • FAX: (909) 869-0981'
161 ATLANTIC AVENUE - POMONA • CA 91768
BEAM TO COLUMN ANALYSIS:
PROJECT PETSMART 1230
FOR SUNBELT MATERIAL HANDLING
SHEET NO. 12 OF 1 6
CALCULATED BY RF DATE 10-10-03
CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMEfERS:
-_ 1) SHEAR CAPACITY OF STUDS
STUD DIAMETER= 7/16 IN
Fy= 55,000 PSI
Pmax-shear= 0.4 * Fy * Area
= 0.4 * 55000 PSI * (0.4375 IN)A2 * Tr/4
3,307.3 LB
2) BEARING CAPACITY ON COLUMN
Fu= 65,000 PSI
Pmax-brg= Bearing Area * Fbearing
= (tmin * thickness) * (1.0 * Fu)
= (0.4375 IN * 0.12 IN) * (1.0 *65000 PSI)
= 3,412.5 LB > 3307.3 LB
3) MOMENT CAPACITY OF BRACKET
Mcap= Sbracket * Fbending
= 0.11 INA3 * 0.66 * Fy
= 3,993 IN -LB
C= Mcap/0.75 = 1.67 * P1
THUS, P1= 0.798 * Mcap
- = 3,186 IN -LB < 3307.3 LB
THUS, GOVERNING VALUE IS THE MIN VALUE OF P1,
- P1-eff= 3,186 LB
Mconn-allow= P1 *4.5 IN + P2*2.5 IN + P3*0.5 IN
= 5.94 * P1-eff * 1.33
= 25,236 IN -LB > Mconn max, OK
Mco
Mupper
nn Mc
0 0
O. 0
0 0
Mlower
onn
7
1"
2„
2"
v2"
1/2"
C= P1 + P2 + P3
= P1+P1*(2.5/4.5)+P1*(0.5/4.5)
= 1.67*P1
8
t=7 go
Sbracket= 0.1101NA3
SEIZMIC:
MATERIAL HANDLING ENGINEERING
TEL: (909) 869.0989 • FAX:. (909) 869-0981
161 ATLANTIC AVENUE • POMONA - CA 91768
BEAM TO COLUMN ANALYSIS:
PROJECT PETSMART 1230
FOR SUNBELT MATERIAL HANDLING
SHEET NO.
12A OF 1 6
CALCULATED BY RF DATE 10-10-03
CONNECTION CAPACrrY DEPENDS ON THE FOLLOWING PARAMEtERS:
1) SHEAR CAPACITY OF STUDS
STUD DIAMETER= 7/16 IN
Fy= 55,000 PSI
Pmax-shear= 0.4 * Fy * Area '
= 0.4 * 55000 PSI * (0.4375 IN)A2 * n/4
= 3,307.3 LB
12) BEARING CAPACITY ON COLUMN
Fu= 65,000 PSI
Pmax-brg= Bearing Area * Fbearing
= (0.5 * thickness) * (1.0 * Fu)
= (0:5 * 0.075 IN) * (1.0 *65000 PSI)
= 2,437.5 LB < 3307.3 LB
3) MOMENT CAPACITY OF BRACKET
Mcap= Sbracket * Fbending
= 0.11 INA3 * 0.66 * Fy
= 3,993 IN -LB
C= Mcap/0.5 = 2.0 * P1
Mco
Mupper
nn Mconn
0 0
0 0
0 0
0 0
k -D
Mlower
C= P1 + P2 + P3
= P1 +P1 *(2/3)+P1 *(1 /3)
THUS, P1= 1.0 * Mcap = 2.0*P1
=.3,993 IN=LB > 3307.3 LB
THUS, GOVERNING VALUE IS THE MIN VALUE OF P1,
P1-eff= 21438 LB 31$"
Mconn-allow= P1 *6 IN +- P2*4 IN + P3*2 IN
=9.33*P1-eff*1.33 t79°
= 30,322 IN -LB > Mconn max, OK
.� 1-5/8"4
L
Sbracket= 0.110INA 3
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT PETSMART 1230
FOR SUNBELT MATERIAL HANDLING
SHEET NO. 13 OF 1 6
CALCULATED BY RF DATE 10-10-03
TRANSVERSE ANALYSIS: BRACING :TYPE 2 (132"W) STORAGE RACK
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..
HORIZONTAL BRACING: COMPRESSION MEMBER
Vtrans 3267#
kl/rmin [ .8 42 ] / .404
= 83.1
Fa =.522Fy-[kl/r*Fy/1494]"2
= 19335 psi.
fa/Fa =Vtrans/(Area*Fa)
= 0.57
DIAGONAL BRACING: COMPRESSION MEMBER
L diag. = [(L-6)"2+(D-2*Bcol)"2]".5
50.9
Vdiag =Vtrans * Ldiag. / D
3961#
kl/rmin = [ 1 * 50.9 -] / .404
126.0
Fa 412J"2E]/[23(kl/r)"21
= 9403 psi.
fa/Fa =Vdiag/(Area*Fa) -
= 0.73
D= 42"
HORIZONTAL BRACING
TArea= .294 —2
rmin= .404 "
t= .0747 "
oo
DIAGONAL BRACING
42"
W= 1.5 "
H= 1.25 "
Area= .576 ""2
rmin= .404 "
t= .0747 "
W= 1.5 "
H= 2.5 "
SEIZMIC
�c-
MATERIAL
HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
161 ATLANTIC AVENUE • POMONA • CA 91768
PROJECT_ PETSMART 1230
FOR SUNBELT MATERIAL HANDLING
SHEET NO. 14 OF 1 6
CALCULATED BY RF DATE -1 0-10-03
OVERTURNING ANALYSIS: TYPE 2 (132"1N) STORAGE RACK
DEPTH = 42 in
TOP LEVEL HEIGHT = 144 in
FULLY LOADED:
Total Shear= 3,268 Ib
Mot =' 7(Fi*hi) ' 1.15 .
= 420,900 in -Ib
Mst = l(Wp+wDL)*D/2
= (18000 Ib +.300 Ib)*42 in/2
= 384,300 in -Ib
Puplift = 1(Mot - Mst)/Depth
= (420900-384300)/42
= 871. Ib <= UPLIFT
TOP SHELF LOADED:
SHEAR = 1,089 Ib
Mot = Vtop * ht * 1.15
= 1089lb*144in*1.15
= 180,386 in -Ib
Mst = (Wp+wDL)*D/2
= (6000 Ib + 300 Ib)*42/2
132,300 in -1b .
Puplift = 1(Mot = Mst)/Depth
= 1,145 lb <= UPLIFT
n
cl
d—�
k,
Fn
ANCHORS
QUANTITY= 2
PULLOUT = 1333 LB <__= 331/3% INCREASE FOR SHORT TERM LOADING DUE TO SEISMIC FORCES.
SHEAR = 2453 LB <== 33 1/3% INCREASE FOR SHORT TERM LOADING DUE TO SEISMIC FORCES.
Eq. _ (Ps/Pt)^5/3 + (VsNt)^5/3 s 1.0
INTERACTION EQUATION:
FULLY LOADED = (871 LB/2667 LB)^5/3 + (1634 LB/4907 LB)^5/3
= 0.31 < 1.0 OK
s
TOP SHELF LOADED = (1145 1-13/2667 LB)^5/3 + (545 LB/4907 LB)^5/3
=0.27 <1.0OK '
USE (2) 1/2"OX3-1/2"MIN. EMBED. HILTI KWIK BOLT 11 ( I.C.B.O. #4627) OR APPROVED EQUAL
PULL OUT CAPACITY IS THAT OF WITHOUT SPECIAL INSPECTION.
wow
SEIZMIC
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT PETSMART 1230
,FOR SUNBELT MATERIAL HANDLING
SHEET NO. 15 OF 1 6
CALCULATED BY RF DATE 10-10-03
ASE PLATE :TYPE 2 (132"W) STORAGE RACK
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 9150 Ib. B = 15 in. D = 46 in.
Mb = 21725 in.lb.. b = 3 in.
t = .5 in.
b1 = 6
P/A = Pcol/(D*B) = 13.26 psi. I�
Poi .
M/S = Mb/((D*B"2)/6) = 12.59 psi.
fb2 = 2b/B*fb = 10.07 psi.
fb1 = fb-fb2 = 2.518 psi. bl b — b]
Mbase = wb1 "2/2. = b1 "2/2[ fa + fb1 + .67fb21 B
Mbase = 404.9 in.lb.
Sbase = 1 *t"2/6 = 0.0417 in."3
Fbase = .75Fy * 1.33"= 36000 psi.
fb/Fb = Mbase/(Sbase*Fbase) _ .26 fib2
fb
fb l
ANCHOR TENSION
yMo = 0
T*d2=[Mbase- Pcol*b/21
T = Mbase/d2 - Pcol*b/2d2
T = 1000 Ib.
lal
Mbase
d2 -4 dl
dl
SEIZMIC
.INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 - FAX: (909)869-0981
161 ATLANTIC STREET - POMONA - CA 91768
- PROJECT PETSMART 1230
FOR SUNBELT MATERIAL HANDLING
SHEET NO. 16 OF 1 6
CALCULATED BY RF DATE 10-10-03
SLAB AND SOIL :TYPE 2 (132"W) STORAGE RACK -
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.
(a) PUNCTURE
Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD
Pmax = 1.4 * Pcol + 1.7 * (Mot/d)
= 29,846 Ib.
Fpunct 2*sqrt(f'c) = 109.5 psi.
Apunct - _ [(w+t/2)+(d+t/2)1*2*t = 660.0 in ;"2
fv/Fv = Pmax/(Apunct*Fpunct) = 0.41
(b) SLAB TENSION
Asoil = Pmax/(1.33 *.' fsoil)
= 22.38 ft:"2
3,223 in."2
• L = sgrt(Asoil)
= 56.8 in.
B = sgrt(w*d) + t
= 31.3 in.
b = (L -B)/2
= 12.8 in.
Mconc = wb"2/2 = (1.33*fsoil*b"2)/(1'44*2)
= 753.0 in.lb.
Sconc = 1*t"2/6
= 4.17 in:"3
Fconc = 50 *sgrt(f'c)
= 246.48 psi.
fb/Fb = Mconc/(Sconc*Fconc)
= 0.73
t
B
L�
BASE PLATE
w=15 in.
d = 46 in.
CONCRETE
t = 5 in.
f'c = 3000 psi.
SOIL
fs = 1000 psf.