Specifications 6/4
Pircn"
6. NORTHWEST
a • ;'HrA4' N'DLING SYSTEWA'S
The Material Handling Experts
May 25, 2005
To: City of Tigard
From: Steve Flexer
NorthWest Handling Systems, Inc
18008 NE Airport Way
Portland, OR 97230
503 -465 -9200
Oregon CCB: 65422
To Whom It May Concern: 3 DO
7b
The Stash Tea Company of 7284 SW Durham Rd has asked that
NWHS apply for a permit specifically related to a storage rack upgrade and
reconfiguration project.
Attached:
- Seismic calculations for the tall storage rack; 8' and under shelving
will be reconfigured and anchored but are not required to be
structurally approved per code.
- As -Built and proposed floor plans indicating rack locations.
- Site plan as approved by landlord, Pac Trust (Martin Hansen 503-
624 -6300)
Notes:
• Stash Tea Company plans on utilizing existing emergency exits,
lighting and egress paths.
• The existing maintained sprinkler system is .475 GPM / 2000 sq.
Ft., 26' High, Class 4 extra hazard with large orifice 286 degree
heads. Commodity remains the same: Packaged teas within
corrugated cartons upon wood pallets.
• Project Value: $39,169.00
Sincerely,
�1r
Steve Flexer
System Specialist
Anchorage Eugene Portland Renton Spokane Yakima
•
, SEIZMIC
0 MATERIAL HANDLING ENGINEERING
EST_ 1985
STORAGE RACKS STEEL SHELVING SEISMIC ANALYSIS ALASKA KENTUCKY NORTH CAROLINA
DRIVE -N RACKS MOVABLE SHELVING STRUCTURAL DESIGN ARIZONA MARYLAND OHIO
CANTILEVER RACKS STORAGE RACKS CITY APPROVALS CALIFORNIA MASSACHUSETTS OKLAHOMA
MEZZANINES MODULAR OFFICES STATE APPROVALS COLORADO MICHIGAN OREGON
CONVEYORS GONDOLAS PRODUCT TESTING CONNECTICUT MINNESOTA PENNSYLVANIA
CAROUSELS BOOKSTACKS FIELD INSPECTION FLORIDA MISSOURI TENNESSEE
PUSHBACK RACKS FLOW RACKS SPECIAL FABRICATION GEORGIA MONTANA TEXAS
RACKBUILDINGS FOOTINGS PERMITTING SERVICES IDAHO NEBRASKA UTAH
ILLINOIS NEVADA VIRGINIA
INDIANA NEW JERSEY WASHINGTON
KANSAS NEW MEXICO WISCONSIN
. �; :,-..,x,..,„„,- SEISMIC ANALYSIS . , a
.
, � - OF STORAGE RACKS � ?
FOR .
STAS TEA COMPANY , , ,
itr
i
7204 S.W. DURHAM ROAD
ea
'' TIGARD OREGON. 97224
pm
Job No. 05 -0714
: � _ " 41 3' x ,,,k xag ,I ` pear . k x .
il '.'" : ' V\ 1 .4 - ;
}'( d J
. JJ # /K ti �'4
F Y . P.E.
4 � s CORM t/' r . • @pu f ,,,:0,, .
161 ATLANTIC STREET * POMONA * CA 91768 * TEL: (909) 869 -0989 * FAX: (909) 869 -0981
,1 SEIZIlA lc
PROJECT STASH TEA COMPANY
FOR NWHS
MATERIAL HANDLING ENGINEERING SHEET NO. 2
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/19/2005
TABLE OF CONTENTS
TABLE OF CONTENTS & SCOPE 2
PARAMETERS 3
COMPONENTS & SPECIFICATIONS 4
LOADS & DISTRIBUTION 6
LONGITUDINAL ANALYSIS __. �_ _ __ _,___ ,___.___ ._ _. ___ __ 7
COLUMN 8
BEAM 9
BEAM TO COLUMN 1
BRACING 12
OVERTURNING 1
BASE PLATE 14
SLAB &SOIL 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, WITHOUT ANY FIELD WELDING.
SEIZMIC PROJECT STASH TEA COMPANY
FOR NWHS
MATERIAL HANDLING ENGINEERING SHEET NO. 3
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF
161 ATLANTIC STREET. POMONA, CA 91768 DATE 5/19/2005
THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS, WITH THE
COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS.
THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND
TRANSVERSE DIRECTION.
STABILITY IN THE LONGITUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING
CONNECTIONS, WHILE BRACING ACTS IN THE TRANSVERSE DIRECTION.
0 --- I .;1;
O \
,. 1
I ,
.10
I o
col". -,„14414,444 41 0 e ■
6
CONCEPTUAL DRAWING
. 0
TRIEUTARYAREA
l
LEGEND
1. COLUMN a :.:. >:.: :.:.:.:........ :.:.:.: .
2. BEAM i •
3. BEAM TO COLUMN i i
4. BASE PLATE
5. HORIZONTAL BRACING
6. DIAGONAL BRACING TRANSVERSE
7. BACK TO BACK CONNECTOR
LONGITUDINAL
*ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET
`SE'� I IC PROJECT STASH TEA COMPANY
FOR NWHS
MATERIAL HANDLING ENGINEERING SHEET NO. 4
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF
161 ATLANTIC STREET. POMONA. CA 91768 DATE 5/19/2005
COMPONENTS & SPECIFICATIONS : TYPE 1
N W2 - — Y1 = in
LEVELS = 2 H1 =66 in. N WI =1400 lbs
H2 = 106 a W2 =1400 lbs. Y2 = 52 in
PANELS = 3 Y3 = 74 in
Y
LIVE LOAD = 1 400 lbs. H2
FRAME TIEIGHT = 192 in.
H N W 1 H Y2
FRAME DEPTH = 44 in.
BEAM LENGTH= 96 in.
H1
SITE CLASS = lI Y1 ;`
/J /
J .
MANUFACTURER= 3' T ERL kiNd. 1. 1 l- D -
COLUMN BEAM @ Level I CONNECTOR @ Level 1
OK OK OK
Intik LU75 /3x3x13ga Intik 485/4.04 "deepx2.75 "x0.07" TWO PIN CONNECTOR
Steel = 55000 psi Steel = 55000 psi Stress = 30%
Stress =13% Max Static Capacity = 4949 lb.
Stress = 28%
COLUMN BACKER BEAM @ Level 2+ CONNECTOR @ Level 2+
OK OK
Intik485 /4.04 "deepx2.75 "x0.07" TWO PIN CONNECTOR
None Max Static Capacity = 4949 lb. Stress = 21
Stress = Stress = 28%
BRACING SLAB & SOIL
HORIZONTAL OK DIAGONAL OK Slab = 5" X 2500 psi OK
Soil Bearing Pressure = 1000 psf
Intlk 1 -1/2 X 1 - 1/2 X 14ga Intlk I -1/2 X 1 -1/2 X 14ga Slab Puncture Stress = 16%
Stress = 3% Stress = 10% Slab Bending. Stress = 5%
BASE PLATE ANCHORS
OK RAMSET TRUBOLT(ICBO #1372) 0.5 Dia. X 2.25 Min. E OK
7.75 in X 5 in X 0.375 in Pullout Capacity = 793 lbs.
Steel = 36000 psi Shear Capacity = 1586 lbs.
MBase = 2890 in. lb. No. Of Anchors = 2 per Base Plate
Stress = 28% Anchor Stress = I%
NOTES: DESIGNED PER 2003 IBC WITH OREGON STATE AMENDMENTS
SEIZMIC PROJECT STASH TEA COMPANY
FOR NWHS
MATERIAL HANDLING ENGINEERING SHEET NO. 5
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF
161 ATLANTIC STREET. POMONA. CA 91768 DATE 5/19/2005
COMPONENTS & SPECIFICATIONS : TYPE 2
`. N. - -
LEVELS = 3 HI =66 in \ 3 Wi =1400 lbs. \ Y1 = 52 in
H2 =54 in W2 =1400 lbs Y2 = 52 in
PANELS = 3 H3 =52 in. W3 =1400 lbs Y3 = 74 in
H3 Y3
LIVE LOAD = 1400 lbs.
. W 2 ..
FRAME HEIGHT = 192 in.
H H2 H Y2
FRAME DEPTH = 44 in.
BEAM LENGTH= 96 in. W 1 .` //
SITE CLASS = 11 Hl Y1 !
f
i /'
MANUFACTURER= eN I• 1- -I, D J.
COLUMN BEAM @ Level 1 CONNECTOR @ Level I
OK OK OK
Intik LU75 /3x3x13ga Intik 485/4.04 "deepx2.75 "x0.07" TWO PIN CONNECTOR
Steel = 55000 psi Steel = 55000 psi Stress = 33%
Stress =19% Max Static Capacity = 4949 lb.
Stress = 28%
COLUMN BACKER BEAM @, Level 2+ CONNECTOR @, Level 2+
OK OK
Intlk 485 /4.04 "deepx2.75 "x0.07" TWO PIN CONNECTOR
None Max Static Capacity = 4949 lb. Stress = 24%
Stress = Stress = 28%
BRACING SLAB & SOIL
HORIZONTAL OK DIAGONAL OK Slab = 5" X 2500 psi OK
Soil Bearing Pressure = 1000 psf
Intlk 1 - 1/2 X 1 - 1/2 X 14ga Intik 1 -1/2 X 1 - 1/2 X 14ga Slab Puncture Stress = 24%
Stress = 5% Stress = 1:3% Slab Bending Stress = 13%
BASE PLATE ANCHORS
OK RAMSET TRUBOLT(ICBO #1372) 0.5 Dia. X 2.25 Min. E OK
7.75 in X 5 in X 0.375 in Pullout Capacity = 793 lbs.
Steel = 36000 psi Shear Capacity = 1586 lbs.
MBase = 4334 in. lb. No. Of Anchors = 2 per Base Plate
Stress = 42% Anchor Stress = 2%
NOTES: DESIGNED PER 2003 IBC W/ OREGON STATE AMENDMENTS
•
SEI PROJECT STASH TEA COMPANY
INC.
FOR NWHS
SHEET NO. 6
MATERIAL HANDLING ENGINEERING CALCULATED BY RF
TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 5/19/2005
161 ATLANTIC AVENUE • POMONA, CA 91768
LOADS & DISTRIBUTION: •
LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) = wLL
DEAD LOAD PER SHELF = wDL
SEISMIC BASE SHEAR DETERMINED IN ACCORDANCE WITH SECTION 2208 OF THE 2003 IBC W /OREGON AMENDMENTS .
WHERE: V= (2.5xCa) /RxlpxWtotal
Wtotal = (0.67 *wLL /1 + wDL)
Ca = 0.302 <-------- Sp per section 9.14.6.3.1 ASCE 7 -02
Ip = 1.00 < In area of nopublic access
SOILTYPE. = D
R (LONGITUDINAL) = 6
R (TRANSVERSE) = 4
wDL = 70 LB
n= 1
DEPTH= 44 in
LONGITUDINAL DIRECTION:
Vlong = [2 5 *0.302 *(0.67 4200/1 +210)/61` 1/1.4
= 271 lb
Fi = V Whi /DWh
TRANSVERSE DIRECTION:
Vtrans = [2.5 *0.302 *(0.67* 4200/1 +210) /4) * 1/1 4
= 406 lb
Fi = V Whi /ZWh
SEISMIC DISTRIBUTION:
LEVEL h WEIGHT HEIGHT W X H Fi (long) Fi (trans) Mot
IN LB IN LB -IN LB LB IN -LB
1 66.0 1,400 66.0 92,400 49.9 74 8 4,937.8
2 54.0 1,400 120.0 168.000 90.7 136.0 16 323.2
3 52 0 1,400 172 0 240,800 130.0 195.0 33,535 1
I 172 IN I = 501,200 271 LB 406 LB 54.796 IN -LB
TOTAL FRAME LOAD = 4410 LB
S 1 PROJECT STASH TEA COMPANY
FOR NWHS
MATERIAL HANDLING ENGINEERING SHEET NO. 7
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/19/2005
LONGITUDINAL ANALYSIS
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).
Mupper + Mower = Mconn' R' +Mconn' L' " Fn
Mconn' R' = Mconn' L' M5 -5 AllhI5
Mconn • 2 = Mupper + Mower M4-4 AMIN/
Mconn = Mupper 2 Mlower + 2000in. / lb. M3. am
i
M2 -
Hong
Vcol = 7 = 135 lbs MI -1 ri
V
M base
Mbase = 4334 in /lb
FRONT ELEVATION
LEVELS h f AXIAL LOAD MOMENT Mconn
1 64 25 2.205 4,306 5.102
2 54 46 1,470 2,970 3.781
3 52 65 735 1,664 2,296
SAMPLE CALC.
M = (Vcol • 4)— Mbase
= (135 lbs X 64 in) - 4334 in/lb = 4,306 in /lb
PROJECT STASH TEA COMPANY
FOR NWHS
MATERIAL HANDLING ENGINEERING SHEET NO. 8
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/19/2005
COLUMN ANALYSIS
P = 2205 lbs
M = 4306 in /lb
K • L, = 1.2 X 64in / 1.3196in
Rx = 58 —Max = 58.2
K • Ly = I X 52in / 1.08in
R , = 48.1
Axial U2E
_ (( = 86 KSI
F� l l/
i rMax A al
F'' = 28 KSI
Since : F > F /2 B
F \ = 55 KSI X [1 - 55 KSI / (4 X 85.95738KS1)]
F „ =F 1—
4.F, j = 46.2 KS! —` —'-
Pn = Aeff • F = 0.757 in ^2 X 46.2 KSI = 34975 lbs
SECTION PROPERTIES
Qc = 34975 lbs / 1.92 = 18216 lbs
A : 3 in
P B : 3 in
= 0.12 C :
1 ' a t : 0.09 in
Flexure Aeff • 0.757 in'”
P P C • M Ix : 1.32 in ^4
Since: — <0.15 Ch eck: — + 5 1.33 Sx : 0.879in
P P Max • u�
R x : 1.3196 in
Myeild = M = S„ • F = 0.879 1n ^3 X 55000 PSI = 48345 in /lb Iy : 0.871 inA4
S� : 0.574 in ^3
�j Ry : 1.08 in
Max = = 48345 / 1.67 = 28949 in /lb Kx : 1.2
Pf Lx : 64 in
UI2EI Ky :l
Pcr = = (3.14159) ^2 X 29500 KSI / (76.8in.) ^2 = 65159 Jibs Ly : 52 in
(Kl)Max` , Fy : 55 KSI
E : 29500 KSI
1
� = P = (1 1(1 - (1.92 X 2205 lb / 65159 1b))) ^ -1 = 0.94 Qc : 1.92
11 — S2c Qf 1.67
Pcr Cmx : 0.85
Cb : 1
(2205 lb / 18216 lb) + (4306 in/lb / 28949 in/lb) = 0.26 < 1.33 (19 %)
sEiZMIC
.00."°'° PROJECT STASH TEA COMPANY
FOR NWHS
MATERIAL HANDLING ENGINEERING SHEET NO. 9
TEL . (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/19/2005
BEAM ANALYSIS
BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM,
ALTHOUGH IT DOES NOT PROVIDE FULL FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING PARTIAL END
FIXITY. FOR THE COMPUTATION OF BEAM TO COLUMN MOMENT CAPACITY, THE PARTIAL END FIXITY MOMENT
OF THE BEAM WILL BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR THE ANALYSIS OF THE
EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM
For a simply supported beam, the max moment at the center is given by WL 2 /8 . An assumption of partial fixity will decrease
this maximum moment by the following method.
Percentage of End Fixity = 25% 0 = 0.25 Mcenter(simple)
MCenter = MCenter(Simple ends) - 0 *MCenter(Fixed ends) Mends
M center
(fixed) (fixed)
u ' /8 — • WI 2 112) , 0.104.W/
4411 l e1111111111111qh,...
Reduction Coefficient 13 = 0.104/0.125 = 0.833
IrArMIMMOM
immilikt
111 („ „„c, = Q•r4'118 =0.833 • WW 2 /8
_max
0 • MAJJV (FixedEnds) = 112 0.25 H
= 0.0208 • TV / TYPICAL BEAM FRONT VIEW
EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM
For a simply supported beam. the max deflection at the center is given byswt'/:384 El
An assumption of partial fixity will decrease this maximum deflection by the following
method.
SWI
�erw. = ,
384•E
LiveLoad / 1v1 = 1400 lbs
DeadLoad / lvl ,41b/ft X 2 X (96/12) = 64 lbs
MCenter
0.104* w/2 =7320 in/lb
M Ends — 0.0208* W/ = 1464 in/lb
F = 0.6 • F = 33000 PSI
FB Eff = 33000 PSI
. , [r
SEIZIVIIC
®.' PROJECT STASH TEA COMPANY
FOR NWHS
MATERIAL HANDLING ENGINEERING SHEET NO. 10
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RE
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/19/2005
BEAM ANALYSIS 24
�
MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON: j —
1. MAXIMUM MOMENT CAPACITY i r - - -- 1
1 ��
F =M/S,
R.( i Ir ;�li
wl' /8) `t 1
FB Eff = s
FB •16•S 1
Max.Weight / lvl = • a
/3•L
= ((33000 X 16 X 0.857) / (0.833 X 96)) X 0.875 = 4949 Ibs /lvl i j = 1.842 in ^4 s = 0.857 inA3
2. MAXIMUM ALLOWABLE DEFLECTION ' F =55000 PSI a(impactCoefficient) = 0.875
Aan„H = L /180 = 0.533 In
/3 = 0.833 0 = 0.25
5TV4 L(Length) = 96 in L = 96 in
A = 384 • j . fi Step = 1.625 in BeamThickness = 0.07 in
BeamDepth = 4.04 in
1kIax.Theight 111 = 384 E • I s A . , , Ho. L; TopWidth = 1.75 in Bottom Width = 2.75 in
—4B
= ((384 X 29000000 X 1.842 X 0.533) / (5 - (4 X 0.25))) X 96 ^3 = 6183 Ibs /Ivl
MAXIMUM ALLOWABLE LIVE LOAD PER LEVEL = 49491bs/Ivl BeamSnress = 28%
ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL
M , = TV 2 /8 M ; = S * F M Allow.Sernnc = S * F * 1.3
hmu� .Ilou�.Srmrc x h
MLmacr — Msrauc *1.125 M Seisnnc = M Conn
Level M Stauc M Impact M Alloy, .Static M Scrsmic M AlloW.SeIsnuc Result
1 7320 8235 28281 5102 37708 GOOD
2 7320 8235 28281 3781 37708 GOOD
3 7320 8235 28281 2296 37708 GOOD
` SE ' ZM PROJECT _STASH TEA COMPANY
FOR NWHS
MATERIAL HANDLING ENGINEERING SHEET NO. 11
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/19/2005
BEAM TO COLUMN ANALYSIS
CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS:
1. SHEAR CAPACITY OF PIN
PinDiameter = 0.438In.
F = 55000 PSI ` 21 _ ?`
= Diameter • 4 = 0.1507 in ^2
Ashear
Pshear = 0.4 • F y • A Shear = 0.4 X 55000 X 0.1507 in^ = 3315 lbs
2. BEARING CAPACITY OF PIN
ColumnThickness = 0.09
F„ = 65000PS/
Q =2.22
a -7
Ppear,ng = a F Dia. • Col .Thickness = 2.22 X 65000 X 0.438 X 0.09 / 122 = 2562 lbs
3. MOMENT CAPACITY OF BRACKET
EdgeDist . = 1.0 In.
PinSpacing = 4 In
F, = 55000 PSI
C P +P = P + PP/ 4.5) = P1X1.11
T n , j , = 0 In.
Su. ,p =0.127
M capac,n. = S chp • F Bending = 0.127 In ^3 X .66 X Fy = 4610 in -lb
C • d = M capae,n = 1.11 P, • d 3 .,
d = EdgeDist /2 = 0.5 t =7 ?=
Pchp = Mcapacn /( 1.11 . d) = 4610 / (1.11 X 0.5) = 8306 lbs \
MINIMUM VALUE OF P1 GOVERNS .� 1 -5R" - 71'
P = 2562 lbs
111 Conn-Allow = [P *4.5] +[P *(.5/4.5 *.5] *1.33
= 15523in -lb OK
'� EIZM IC PROJECT STASH TEA COMPANY _
FOR NWHS
MATERIAL HANDLING ENGINEERING SHEET NO. 12
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/19/2005
TRANSVERSE ANALYSIS: BRACING
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
Ldiag= \(L- 6)2 +(D— (2• BCo1))2 = 59.7" y D --,.
I v =
Vtrans LDiag
Vdiag = d = 638 lbs
Pmau
k • l
(1 X 59.6657) / (0.488) = 122.3 In
rMin '�
II c '
= = 19146.4 PSI
k•l'
/77V/in
SIDE ELEVATION
= 27500
7
Panel Height (L) = 52 In
F
F < Panel Depth (D) = 44 In
Column Depth (B) = 3 In
= F, = 19146.4 PSI Clear Depth (d) = (D - 2 *B) = 38
P„ = A rea • F„ = 6031 Ibs
Qc =1.92
F = � � = 3141 1bs
VDiag
Brace Stress = = 0.20 < 1.33 (15 %)
Pa
SE�Z�OC' PROJECT STASH TEA COMPANY
FOR NWHS
MATERIAL HANDLING ENGINEERING SHEET NO. 13
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/19/2005
OVERTURNING ANALYSIS
FULLY LOADED
Total Shear = 406 lbs
W
Mav, = 'trans • Ht • 1.15 � F r
M r = 406 X 135 X 1.15 = 63032 in/lb
�
M
= (w + .85wDL) F 6 d/2 v
M = (4200±(.85 X 210)) X 44/2 = 96327 in /lb PIMP" F 6
1 (M — M ) = (63032 - 96327) / 44 1111 l
P p L, n " = -757 lbs. Puplift <= 0 No Up Lift In F4
TOP SHELF LOADED
F ,
Shear = 103 lbs
M M ,,, = i t�, • Hi • 1. F 2
011
Mori
= 103 X 172 X 1.15 = 20354 in /lb
{ Fl r
= (w +wDL)• /2 c• . • •.:ti
M = (1400 + (.85 X 210)) X 44 /2 = 34727 in /lb L,
sr P Uplift
P _ 1(M„17 — M„ } = (20=54 34727)144 CROSS AISLE ELEVATION
u /SL,rir ,
a = -327 lbs. Puplift<=0 No up Lift
ANCHORS
No. ofAnchors : 2
Pull Out Capacity : 793 Lbs.
Shear Capacity : 1586 Lbs.
COMBINED STRESS
Fully Loaded = (0 / 793 X 2))+ ((406 /2)1(1586 X 2)) = 0.01
Top Shelf Loaded = (0 / (793 X 2))+ ((103 /2)/(1586 X 2)) = 0
USE 2 RAMSET TRUBOLT(ICBO #1372) 0.5 Dia. X 2.25 Min. Embd. Anchors per
BasePlate.
SEI PROJECT STASH TEA COMPANY
FOR NWHS
MATERIAL HANDLING ENGINEERING SHEET NO. 14
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/19/2005
BASE PLATE ANALYSIS
THE 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. Vcol *h/2 (FULL FIXITY). Mb IS THAT SMALLEST
VALUE OBTAINED FROM THE 3 CRITERIA ABOVE.
Pcol = 2205 lbs Base Plate Width (B) = 7.75 i b = 3 in
Mbase = 4334 in /lb Base Plate Depth (D) = 5 in bl = 2.375 in
Base Plate Thickness (t) = 0.375 in Fv (base) = 36000 PSI
P = P Ca/ = 56.9 PSI
A D•B
M
fh = 86.6 PSI
D•B
2 b,
.42 = B f = 53.07 PSI
b1 J b 1 b1
fns = .1;> — .fn 6 ? = 33.52 PSI �` � '
Mh = �� = � .f, +f1 + .67fb, •
ta
Mh = 354.8 in/lb
1 '
Skase = = 0.02 in /cb :1 1 _
6 �,..
360 00 PSI '
Fbase = .75F I .33 - fi
= 0.42 <= 1 OK fb
Fb S Base F Bate
ANCHOR TENSION Pco Dp-•.=
No. of Anchors Resisting Tension (n) = 1 nn
Mo
x o
T • d, = MBase - (Pc„ • (b l 2))
T = M Base P Coi ' b
= 0 T Danchor 4
d, n • d2 NEGATIVE, THEREFORE NO TENSION
^ , S14/
PROJECT STASH TEA COMPANY
FOR NWHS
MATERIAL HANDLING ENGINEERING SHEET NO. 15
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF
161 ATLANTIC STREET, POMONA. CA 91768 DATE 5/19/2005
SLAB AND SOIL
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.
PUNCTURE
Psrar,c = 2205 lbs Mor = 63031.5 in -lb p
P = (12 P +1.0 • (M l d)) = 4222 lbs
J = 100 PSI
F pund = 2. fr C
A prn,cr = B + —t + W +— • 2.t = 177.5 sq. in.
� 2 J t
In(1
= 0.24 b
F A pt,n , • F p,n,Cr
SLAB TENSION
I L
A _ P,„,. • 1 44
,o,1 — =
{ 457 sq. in. FOOTING
1.33-
B = 7.75 in
L =Asa, = 21.38 in
N/ = 5 in
B = B • W +I = 11.22 in
Frame Depth d = 44 in
b — L — B
= 5.08 in CONCRETE
fc = 2500 PSI
M
= 14'b, _ 1.33 f sott ' b ' = 119 in-lb
Onc 2 144.2
t = 5 in
1•t
Scone = 6 = 4.17 cb. in. 0 = 0.65
,/ ./'' SOIL
Font = 5 0 If = 162.5 PSI
fb = MConc fsoil = 1000 PSF
= 0.13
Fb S Conc F Conc
OK