Specifications ,.. RECEIVED
IVED
MATERIAL HANDLING ENGINEERING
EST. 1985 JUN 0 6 2nng
STORAGE RACKS STEEL SHELVING SEISMIC ANALYSIS ALASKA ') �Gt4 .$.' TH CAROLINA
DRIVE -IN RACKS MOVABLE SHELVING STRUCTURAL DESIGN ARIZONA l' '��'�
CANTILEVER RACKS STORAGE RACKS CITY APPROVALS
CALIFORNIA ' " I j '' VISION
HOMA
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
•
� CM**
'' SEISMIC ANALYSIS `�
OF STORAGE RACKS }
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BRADLEE DISTRIBUTORS :uA a ` =r'
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TIGARD, OR 97224
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APPROVED BY VA
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161 ATLANTIC STREET * POMONA * CA 91768 * TEL: (909) 869 -0989 * FAX: (909) 869-0981
SEIZNHC
PROJECT BRADLEE DISTRIBUTORS
FOR NWHS (OR)
MATERIAL HANDLING ENGINEERING SHEET NO. 2
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY TC
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/29/2008
TABLE OF CONTENTS
TABLE OF CONTENTS & SCOPE 2
PARAMETERS 3
COMPONENTS & SPECIFICATIONS 4
LOADS & DISTRIBUTION 7
LONGITUDINAL ANALYSIS 8
COLUMN 9
BEAM 10
BEAM TO COLUMN 12
BRACING 1
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.
9.111.11C PROJECT BRADLEE DISTRIBUTORS
FOR NWHS (OR)
MATERIAL HANDLING ENGINEERING SHEET NO. 3
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY TC
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/29/2008
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.
-$.4
•
0 1
oil
-'11141111111%'' i P°111111111
'w.
� O
6
CONCEPTUAL DRAWING *
•
TRIBUTARY AREA
LEGEND
i
1. COLUMN III :.:.:.: :.:.:.:.:....... :.:.:
2. BEAM
3. BEAM TO COLUMN
4. BASE PLATE
5. HORIZONTAL BRACING
6. DIAGONAL BRACING TRANSVERSE
7. BACK TO BACK CONNECTOR
LONGITUDINAL
*ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET
SEIZMIC PROJECT BRADLEE DISTRIBUTORS
FOR NWHS (OR)
MATERIAL HANDLING ENGINEERING SHEET NO. 4
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY TC
161 ATLANTIC STREET. POMONA. CA 91768 DATE 5/29/2008
COMPONENTS & SPECIFICATIONS : TYPE I
SITE CLASS = D
\ W2 _ \ _ _ Y1 =45 in
LEVELS = 2 HI =64 in. N WI =2800 lbs. I
H2 =64 in. W2 =2800 lbs. Y2 = 45 in
Y� Y3 = 45 in
PANELS = € Y4 = 45 m
LIVE LOAD = 2800 lbs. H2
Y3
FRAME HEIGHT = 192 in.
H W1 H ti
FRAME DEPTH = 44 in.
Y9 \
BEAM LENGTH= 108 in.
Hi . f
SEISMIC CATEGORY = D
(1` t 1.13. Ss = 0.92) Y1 :
"L //
'I L G -'I'
COLUMN BEAM @ Level I CONNECTOR @ Level I
OK OK OK
LMT LM15 /3x1- 5 /8xl4ga LMT LBC45 /4.5 "deepx2.75 "x0.075" THREE PIN CONNECTOR
Steel = 55000 psi Steel = 55000 psi Stress = 75'1f0
Stress = 98'V, Max Static Capacity = 7387 lb.
Stress = 38%
COLUMN BACKER BEAM @ Level 2+ CONNECTOR @ Level 2+
OK OK
LMT LBC45 /4.5" deepx2.75 "x0.075" THREE PIN CONNECTOR
None Max Static Capacity = 7387 lb. Stress = 31%
Stress = Stress = 38%
BRACING SLAB & SOIL
HORIZONTAL OK DIAGONAL OI< Slab = 6" X 2500 psi OK
Soil Bearing Pressure = 1000 psf
LMT 1 -1/2 X 1 -1/4 X I4ga LMT 1 -1/2 X 1 -1/4 X 14ga Slab Puncture Stress = 36%
Stress = 9% Stress = 26% Slab Bending Stress = 26%
BASE PLATE ANCHORS
OK APPROVED ANCHORS 0.5 Dia. X 3.5 Min. Embd. OK
3.125 in X 3.125 in X 0.12 in Pullout Capacity = 2178 lbs.
Steel = 36000 psi Shear Capacity = 2839 lbs.
MBase = 0 in. lb. No. Of Anchors = 1 per Base Plate
Stress = I (or approved equal) Anchor Stress = 9%
NOTES: ANALYSIS PER SECTION 2208 OF THE 2007 OSSC. •
•
•
SEIZMIC PROJECT BRADLEE DISTRIBUTORS
/I FOR NWHS (OR)
MATERIAL HANDLING ENGINEERING SHEET NO. 5
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY TC
161 ATLANTIC STREET. POMONA, CA 91768 DATE 5/29/2008
COMPONENTS & SPECIFICATIONS : TYPE 2
SITE CLASS = D
- LEVELS W2 - YI =54in
HI = 64 in. N WI =4200 lbs. \
H2 = 64 in. W2 =4200 lbs. Y2 = 50 in
Y3 =70 in
PANELS = 3 y3
LIVE LOAD = 4200 lbs. H2
,
FRAME HEIGHT = 192 in. \
H W 1 H Y2
FRAME DEPTH = 44 in.
BEAM LENGTH= 108 in.
Hi
SEISMIC CATEGORY = I3 Y1
(Fa = 1.13, Ss = 0.92)
}' L A' ..4' D
COLUMN BEAM @ Level I CONNECTOR @ Level I
OK OK OK
Intlk LU75 /3x3x13ga 4.5 X 2.75 X 15GA (45E) THREE PIN CONNECTOR
Steel = 55000 psi Steel = 55000 psi Stress = 93%
Stress =73% Max Static Capacity = 4.546 lb.
Stress = 92%
COLUMN BACKER BEAM @ Level 2+ CONNECTOR @ Level 2+
OK OK
4.5 X 2.75 X I5GA (45E) THREE PIN CONNECTOR
None Max Static Capacity = 4546 lb. Stress = 38%
Stress = Stress = 92%
BRACING SLAB & SOIL
HORIZONTAL OK DIAGONAL OK Slab = 6" X 2500 psi OK
Soil Bearing Pressure = 1000 psf
1 1/2 X 1 1/4 X 16GA LC 1 1/2 X 1 1/4 X 16GA LC Slab Puncture Stress = 45
Stress = 11' Stress = 41% Slab Bending Stress = 43%
BASE PLATE ANCHORS
OK APPROVED ANCHORS 0.5 Dia. X 3.5 Min. Embd. OK
5 in X 3.5 in X 0.25 in Pullout Capacity = 2178 lbs.
Steel = 36000 psi Shear Capacity = 2839 lbs.
MBase = 0 in. lb. No. Of Anchors = 1 per Base Plate
Stress = 33% (or approved equal) Anchor Stress = 13%
` SEIZIVIIC PROJECT -- BRADLEE DISTRIBUTORS
11 FOR NWHS (OR)
MATERIAL HANDLING ENGINEERING SHEET NO. 6
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY TC
161 ATLANTIC STREET. POMONA. CA 91768 DATE 5/29/2008
COMPONENTS & SPECIFICATIONS : TYPE 3
SITE CLASS = D
N. LEVELS = 3 Hl =55 in. N W 3 W1 =3200 lbs. \ Y1 = 54 in
Y2 =50in
H2 =55 in. W2 =3200 lbs.
H3 = 55 in. W3 =3200 lbs. Y3 = 70 in
PANELS = 3 Y
H3 Y3
LIVE LOAD = 3200 lbs.
N W2 \
FRAME HEIGHT = 192 in. \
H H2 H Y2
FRAME DEPTH = 44 in.
BEAM LENGTH= 108 in. W i 1 ` /
SEISMIC CATEGORY = 1) Y1 /
(En = 1.13. Ss = 0.92) H1 r!'
/ 1' L / .-- — D .-
COLUMN BEAM @ Level 1 CONNECTOR @ Level 1
. OK OK OK
Intlk LU75 /3x3xl3ga 4.5 X 2.75 X 15GA (45E) THREE PIN CONNECTOR
Steel = 55000 psi Steel = 55000 psi Stress = 92%
Stress =73% Max Static Capacity = 4546 lb.
Stress = 70% '
COLUMN BACKER BEAM @ Level 2+ CONNECTOR @. Level 2+
OK OK
4.5 X 2.75 X I5GA (45E) THREE PIN CONNECTOR
None Max Static Capacity = 4546 lb. - Stress = 52%
Stress = Stress = 70%
BRACING SLAB & SOIL
HORIZONTAL OK DIAGONAL OK Slab = 6" X 2500 psi OK
Soil Bearing Pressure = 1000 psf
1 1/2 X l 1/4 X 16GA LC 1 1/2 X 1 1/4 X 16GA LC Slab Puncture Stress = 55%
Stress = 13% Stress = 4�,;; ; �3 Slab Bendin Stress = 57%
BASE PLATE ANCHORS
OK APPROVED ANCHORS 0.5 Dia. X 3.5 Min. Embd. OK
5 in X 3.5 in X 0.25 in Pullout Capacity = 2178 lbs.
Steel = 36000 psi Shear Capacity = 2839 lbs.
MBase = 0 in. lb. No. Of Anchors = 1 per Base Plate
Stress = 38% (or approved equal) Anchor Stress = 15%
SEIZMIC
INC. PROJECT BRADLEE DISTRIBUTORS
FOR NWHS (OR)
MATERIAL HANDLING ENGINEERING SHEET NO. 7
TEL: (909) 869 -0989 • FAX: (909) 869 -0981 CALCULATED BY T'
161 ATLANTIC AVENUE • POMONA, CA 91768 DATE 5/29/2008
LOADS & DISTRIBUTION: TYPE 3
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 2007 OSSC/ 2002 RMI /ASCE 7 -0:
WHERE: V = (2.5 x Ca) / R x Ip x Wtotal
Wtotal = (0.67 *wLL /1 + wDL)
Fa= 1.13
Ss= 0.92 _
Ca = 0.2772 < 0.4 SDS per section 15.5.3 ASCE 7 -05
Ip = 1.00 < In area of public access
SOILTYPE. = D
R (LONGITUDINAL) = 4
R (TRANSVERSE) = 4 Cs= Sds /(RxI)
wDL = 100 LB
n= 1
DEPTH= 44 in
LONGITUDINAL DIRECTION: •
Vlona= [2.5 *0.2772 *(0.67 * 9600/1 +300)/4]* 1/1.4
= 829 lb
Fi = V Whi /EWh
TRANSVERSE DIRECTION:
Vtrans = [2.5*0.2772*(0.67* 9600/1+300)/4] * 1/1.4
= 829 lb
Fi = V Whi/YWh
SEISMIC DISTRIBUTION:
LEVEL h WEIGHT HEIGHT W X H Fi (long) Fi (trans) Mot
IN LB IN LB -IN LB LB IN -LB
55.0 3,200 55.0 176.000 138.2 138.2 7,600.3
2 55.0 3.200 110.0 352.000 276.4 276.4 30.401.3
3 55.0 3.200 165.0 528 414.6 414.6 68.402.8
I 165 IN J = 1,056,000 829 LB _ 829 LB 106,404 IN -LB
TOTAL FRAME LOAD = 9900 LB
.
IC SEIZMIC
PROJECT BRADLEE DISTRIBUTORS
FOR NWHS (OR)
MATERIAL HANDLING ENGINEERING SHEET NO. 8
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY TC
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/29/2008
LONGITUDINAL ANALYSIS: TYPE 3
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).
Mn -n
M Upper + MLower _ M Conn'R' + MConn'L Fn
M = M M5 - '
Conn'R' Conn'L' � � FS
M Ca7n . 2 = M Upper + MLower M4 - 4 .
4
= /M Upper +M Lowe r \ M3 -
ma., + Ends , F3
2
\ i M2-") A h3
lI _ vL o ,ie = 415Ibs MI -I � � h
C ol 2 - � , � '. F I
1
M base A ,
Al Base — 0 in /lb MEnd, — 2945 in /lb
FRONT ELEVATION
LEVELS h f AXIAL LOAD MOMENT Mconn
1 53 69 4,950 21,995 18,700
2 55 138 3,300 9,51.5 10,562
3 55 208 1,650 5,720 5,805
SAMPLE CALC. •
M I -I = ( ' hi) - M Base
= (415 lbs X 53 in) - 0 in/lb = 21,995 in /lb
•
PROJECT BRADLEE DISTRIBUTORS
FOR NWHS (OR)
MATERIAL HANDLING ENGINEERING SHEET NO. 9
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY TC
161 ATLANTIC STREET. POMONA. CA 91768 DATE 5/29/2008
COLUMN ANALYSIS : TYPE 3
ANALYZED PER AISI SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION.
P = 4950 lbs
M = 21995 in /lb
K.,. • L,
= 1.2 X 53in / 1.3196in
R. = 48.2 KL Max = so
K,-L,.
= I X 54in / 1.08in
R,. = 50
Axial n 2E A
F _ = 116.5 KSI
( k }� 1 �—
rMax
F. P
28 KSI
2 El
Since :F,> F,12
F " = 55 KSI X [1 - 55 KSI / (4 X 116.4612KS1)]
F „ =F„ 1 -4 .F = 48.5KSI
P17 = Aeff • F„ = 0.757 inA2 X 48.5 KSI = 36719 lbs
SECTION PROPERTIES
= ” = 36719 lbs / 1.92 = 19125 lbs
Qc A : 3 i
P B : 3 i
= 0.26
t : 0.09 in
Flexure Aeff : 0.757 in"
Ix : 1.32 in ^4
Since: >0.15 Check : P + ��' _ < 1.33 Sx : 0.879 in ^3
P P„ Max Rx : 1.3196 in
vlvield = M = 8, • F,. = 0.879 In ^3 X 55000 PSI = 48345 in /lb ly : 0.871 inA4
Sy : 0.574 in ^3
/14,, Ry : 1.08 in
Max = = 48345 / 1.67 = 28949 in /lb Kx : 1.2
Lx : 53 in
Ky :1
= (3.14159) ^2 X 29500 KSI X 1.32 / (63.6in = 95013 lbs Ly : 54 in
Fy : 55 KSI
E : 29500 KSI
•. l
r = / i p = (1 / (I - (1.92 X 4950 lb / 95013 lb))) ^ -1 = 0.9 Qc: 1.92
1 1— S2c • Qf : 1.67
Pcr Cmx : 0.85
Cb : 1
(4950 lb / 19125 lb) + (0.85 X 21995 in /lb / 28949 in/lb X 0.9) = 0.98 < 1.33 (73 %)
SEIZ
PROJECT BRADLEE DISTRIBUTORS
FOR NWHS (OR)
MATERIAL HANDLING ENGINEERING SHEET NO. 10
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY TC
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/29/2008
BEAM ANALYSIS : TYPE 3
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 CONNECTION.
EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM
For a simply supported beam, the max moment at the center is given by K. 2 /8 . An assumption of partial fixity will decrease
this maximum moment by the following method.
Percentage of End Fixity = 20% 0 = 0.2 Mcenter(simple)
MCenter = MCenter(Simple ends) - 0 *MCenter(Fixed'ends) Mends Mcenter
(fixed)
(fixed)
WI 2 / 8 — (0 • W1 2 12 } = 0.108•W7
Reduction Coefficient (3 = 0.108/0.125 = 0.867
Mc = /3 • W1 = 0.867 W1 2/8 rriax
M- Ends = 0• M n�a�� (FixedEnds) = wi 2/12 0.2
H
—
= 0.0167 • W1 TYPICAL BEAM FRONT VIEW
EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM
For a simply supported beam, the max deflection at the center is given by6 7384 El
An assumption of partial fixity will decrease this maximum deflection by the following
method.
5W/
0 iiiax — # •
384. E • h
LiveLoad /1v1= 3200 lbs
DeadLoad / 1v1 =41b /ft X 2 X (108/12 = 72 lbs
MCenter
= 0.108* Wl'- =19141 in /lb
M Ends = 0.0167* W/ = 2945 in /lb
F = 0.6 • F 1 , = 33000 PSI
FB = 33000 PSI
•
,
' SE
PROJECT BRADLEE DISTRIBUTORS
FOR NWHS (OR)
MATERIAL HANDLING ENGINEERING SHEET NO. 11 •
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY TC
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/29/2008
BEAM ANALYSIS : TYPE 3 s, B
MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON: " 0 -4
1. MAXIMUM MOMENT CAPACITY ' r -I D
I
Fb =M /Sa l I --
FB Efr = /3 (WI'l8) A
I
S
FB • 16• S X 1
Max.Weight / Ivl = - a 1.
,3•L _ - _ _.
_ ((33000 X 16 X 0.925) / (0.867 X 108)) X 0.875 = 4546 Ibs /Ivl j x _ 2.195 in A4 Sz — 0.925 in ^3
2. MAXIMUM ALLOWABLE DEFLECTION . F =55000 PSI a(impactCoefficient) = 0.875
Darr,, 0.6 L /180 = 0.6 In ; p= 0.867 B = 0.2
5WI4 L(Length) = 108 in L = 108 in
A _ • f , Step = 1.625 in BeamThickness = 0.063 in
384 • E • I , BeamDepth = 4.5 in
384. • I • A 411 3 ; Top Width = 1.254 in BottomWidth = 2.75 in
Max.Weight / I vl = L"
5 - 49
= ((384 X 29000000 X 2.195 X 0.6) / (5 - (4 X 0.2))) X 108^3 = 5544 Ibs /M
MAXIMUM ALLOWABLE LIVE LOAD PER LEVEL = 45461bs /Ivi BeamStress = 70%
ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL
Ms.„, = r4712/8 M Arrow. Static = S,. * F
MAnmv.sei.smic — `sX * F * 1.33
M I,npac.t = M Stat,c *1 . 125 M Seismic = ' Conn
Level M Static M Impact M Allow.Stauc M Seismic M Allow,Seismic Result
1 19141 21534 30525 18700 40700 GOOD
2 19141 21534 30525 10562 40700 GOOD
3 19141 21534 30525 5805 40700 GOOD
•
4• •
�G'ZIY1�`i PROJECT BRADLEE DISTRIBUTORS
FOR NWHS (OR)
MATERIAL HANDLING ENGINEERING SHEET NO. 12
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY TC
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/29/2008
BEAM TO COLUMN ANALYSIS : TYPE 3
CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS: AT LEVEL 1
1. SHEAR CAPACITY OF PIN
PinDiameter = 0.438/n.
F = 55000 PSI P1 MI/ 7
A Shear = Diameter' • II 4 = 0.1507 in ^2 2 it IF
PShear = 0.4 • F, , • Ashear = 0.4 X 55000 X 0.1507 in^ = 3315 lbs
2. BEARING CAPACITY OF PIN C
Column Thickness = 0.09
F = 65000PS1
Q = 2.22
a = 2.22
P Bearing = a • F„ • Dia. - Col _Thickness /Q = 2.22 X 65000 X 0.438 X 0.09 / 2.22 = 2562 lbs
3. MOMENT CAPACITY OF BRACKET
EdgeDist . = 1.0In.
PinSpacing = 2 In •
F. = 55000 PSI
C= P, +P, +P = P, +P,(2.5/4.5) +P,(.5/4.5) = P1 X 1.667
T = 0.1791n.
S c ,, p —0 .127In
M Capacity = S Clip • F Bending = 0.127 In ^3 X .66 X Fy = 4610 in -lb
C • d = M Capacity = 1.667 P, • d 3°
d = EdgeDist/2 = 0.5 ca
P C /ip = Capacity I( 1.667 d) = 4610 / (1.667 X 0.5)= 5531 lbs \ I
MINIMUM VALUE OF PI GOVERNS 1-5/8
P = 2562 lbs
MCan „_AHow = , * 4.5]+ [P, * (2.5/4.5* 2.5]+ [P, * (.5/4.5 *.5]* 1.33
= 20255in -lb > 18700in -lb OK
•
SEO�M�C PROJECT BRADLEE DISTRIBUTORS
FOR NWHS (OR)
MATERIAL HANDLING ENGINEERING SHEET NO. 13
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY TC
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/29/2008
TRANSVERSE ANALYSIS: BRACING: TYPE 3
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 = V (L — 6) + (D — (2 • BCo/)) = 61.2" [..
I V � CJ
Vtrans • LDiag
Vdiag = = 13361bs
d Pmax
k.i
(1 X612209)/(0.457) =134 In
rMin
II'e
F _ (( } = 15948.9 PSI
t l � 1
rMin
SIDE ELEVATION
F , = 27500
2
Panel Height (L) = 54 In
F, ,
F, < Panel Depth (D) = 44 In
Column Depth (B) = 3 In
F, = F' = 15948.9 PSI Clear Depth (d) = (D - 2 *B) = 38
P„ = Area • F, = 4067 lbs
= 1.92
P = P ' = 2118 lbs
Qc
VDiag
Brace Stress = = 0.63 < 133 (47 %)
` SEIZMIC 4 PROJECT BRADLEE DISTRIBUTORS
FOR NWHS (OR)
MATERIAL HANDLING ENGINEERING SHEET NO. 14
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY TC
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/29/2008
OVERTURNING ANALYSIS : TYPE 3
. FULLY LOADED
Total Shear = 829 lbs W
Mow = Y trans Ht • 1. 1 5 ! F r
M oor = 829 X 128 X 1.15 = 122029 in/lb a i m
El: F6
. M = / (w + .85wDL)• d12 we V
= (9600 +(.85 X 300)) X 44/2 = 216810 in/lb prim F S
ms,
( M (122029 - 216810) / 44 I
P� L . fir = 1 \ ° " `r = -2154 lbs. Puplift <= 0 No Up Lift I I F 4
d TOP SHELF LOADED
U ! 1 F3
Shear = 301 lbs
M„,, =V, • Ht• 1.15
111. F 2
= 301 X 165 X 1.15 = 57144 in /lb
M O M
J rili F1
M =I(W +wDL).d /2 y 4
= (3200 + (.85 X 300)) X 44 /2 = 76010 in /lb F D
Al, P uplift
1 (M 0„ — M _ ( 57144 76010) / 44 CROSS AISLE ELEVATION
PL 'pL ?r
d = -429 lbs. Puplift<=0 No up Lift
ANCHORS
No. of Anchors : 1
Pull Out Capacity : 2178 Lbs.
Shear Capacity : 2839 Lbs.
COMBINED STRESS
Fully Loaded = (0 / 2178 X 1))+ ((829 /2)/(2839 X 1)) = 0.15
To Shelf Loaded = (0 / (2178 X I ))+ ((301 /2)/(2839 X 1)) = 0.05
USE 1 APPROVED ANCHORS 0.5 Dia. X 3.5 Min. Embd. Anchors per BasePlate.
(or approved equal)
C--1
PROJECT BRADLEE DISTRIBUTORS
FOR NWHS (OR)
MATERIAL HANDLING ENGINEERING SHEET NO. 15
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY TC
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/29/2008
BASE PLATE ANALYSIS : TYPE 3
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.
Pcoi = 4950 lbs Base Plate Width (B) = 5 in b = 3 in
M = 0 in/lb Base Plate Depth (D) = 3.5 in bl = 1 in
Base Plate Thickness (t) = 0.25 in Fv (base)
B ° = 36000 PSI
P _ PCo1 = 282.9 PSI
A D•B �.
fb D B ' /6 = 0 PSI
2•
'f b2 B • fb = o PSI
;` ht 1` b t 61 ,
.fbt = fb b? = 0 PSI / B
M = � = b2 • �.fa + . fb, + .67 f e, ]
t rill ,-:.:.:.:::.::::::::::.
M = 141.43 in /lb
t '
S = = 0.01 in /cb
13 ,,,, 6
F = .75F, • 1.33 = 36000 PSI
.f = M /
, b = 0.38 < =1 OK
F h S Base • F Base
ANCHOR TENSION Pco D p--'
No. of Anchors ResistinE Tension (n) = 0.5 ""
/ ill x o
T • d = M Base — ( • ( 2)) •
T = MBase — P C o/ b = 0 T Danchor4
d, n • d, NEGATIVE, THEREFORE NO TENSION
t s�iz 1A1C
PROJECT BRADLEE DISTRIBUTORS
FOR NWHS (OR)
MATERIAL HANDLING ENGINEERING SHEET NO. 16
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY TC
161 ATLANTIC STREET, POMONA, CA 91768 DATE 5/29/2008
SLAB AND SOIL : TYPE 3
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
Ptatrc = 4950 lbs Mot = 122028.8 in -lb P
P... = (1.2 ' 1 static +1.0.0 M I d)) = 9585 lbs
i
� , = 100 PSI
= Fpunct 2 ' c
t \ / t
A = ( B +— + W +— • = 174sq.in.
2, 2,_ t
= PntL = 0.55 b B
F . A ptnct ' F /)1mcr
L
SLAB TENSION
9 ( „r = P 144 = 1038 sq. in.
1 • "'sod
B = 5 i
L = \ A.” = 32.21 in
/ W = 3.5 in
B =NB•W +t = 10.18 in
Frame Depth d = 44 in
b = L — B = 11.02 in CONCRETE
2
f c = 2500 PSI
ivb _ 1 . 33 •tsar' h
560 in -lb
MconC = 2 — 144.2 t = 6 in
1.12 = 0.65
S Ca IC = 6 =
6 cb. in.
SOIL
Fcanc = 50-\/.i: = 162.5 PSI
(soil = 1000 PSF
f b _ M canc = 0.57
Fb S Conc F Conc
OK
•