Plans Sep.13. 2005 :23PM 503- 246-9066 IFS No.3757 P. 3/3 z
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f��f� PROJECT Stash Tea OR ibc REV SION
FOR IPS (Mo Walker)
MATERIAL HANDLING ENGINEERING SHEET NO. 2
TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY m. obi
161 ATLANTIC STREET. POMONA. CA 91768 DATE 9/9/2005
COMPONENTS & SPECIFICATIONS : Type 2
ANALYSTS PER SECTION 2210 OF THE 2000 IBC
H 1= 66 is \ - W 3 VJ1 �240016s. N. Y1- 51 in
LEVELS = 3 Y2 = 52 in.
H2 - 54 in, w2 4001bs.
H 3 - 52 m. W X4 00 lbs. Y3 = 74 in.
PANELS = 3 H3 Y3
LIVE LOAD = 2400 lbs.
si ' .
-4,-- r W 2
FRAME HEIGHT = 192 in.
H H2 H Y2
FRAME DEPTH = 42 in. .
N.
BEAM LENGTH= 96 fn. -v-- W I
ZONE = D N 1 Y 1
TYPE = SINGLE ROW L
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MANUFACTURER = INTERLAKE — L —,4' '14— p
COLUMN BEAM @ Level 1 CONNECTOR @ Level 1
OK OK OK
Intlk LU75/3x3x13ga. Intlk 485 /4.04°deepx2.7S'x0 07° TWO PIN CONNECTOR
Steel = 55000 psi Steel = 55000 psi Stress = 93%
Stress =56% Max Static Capacity = 4949 lb
Stress — 48%
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 = 54%
' Stress = Stress = 48% •
BRACING SLAB & SOIL
HORIZONTAL OK DIAGONAL OK Slab = 5" X 2500 psi Reinforced OK
Soil Bearing Pressure = 1000 psf
Intlk 1 - 1/2 X 1 - 1/2 X l4ga Intlk 1 - 1/2 X 1 - 1/2 X 14ga Slab Puncture Stress = 41%
Stress = 8% Stress = 26% Slab Bending Stress = 37%
BASE PLATE ANCHORS
• OK Ramset/Redhead Trubolt 0.5 Dia. X 2,25 Min. Erabd. OK
7,75 in X 5 in X 0.375 in Pullout Capacity E 580 lbs.
Steel = 36000 psi Shear Capacity = 1190 lbs.
MBase = 5833 in, lb, No. Of Anchors = 2 per Base Plate
Stress = 63% Anchor Stress = Pit
NOTES: Design loading for type 2 rack can be increased to 2,400#/level
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Received Time Sep.13. 12:16PM
Sep SeP.13. 2005 1 12:23PM 503- 246-9066 IFS No 3151 P. 2/3, 1
•
SEIZMIC PROJECT Stash Tea OR. ibc REVISION
FOR IFS (Mo Walker)
MATERIAL HANDLING ENGINEERING SHEET NO. 1
TEL : (909)869 - 0989 FAX , (909)869 - 0981 CALCULATED BY m. obi
161 ATLANTIC STREET. POMONA. CA 91768 DATE 9/9/2005
COMPONENTS & SPECIFICATIONS : Type 1
ANALYSIS PER. SECTION 2210 OP THE 2000 IBC
LEVELS 2 HL =66 is N 2 W1 =3000 lbs.
Yl R 52 in.
112 =106 ii W2 v03000 lbs. n • $2 in
PANELS = 3 Y3 0 74 is
Y3
LIVE LOAD 2 3000 lbs. H2
,
FRAME HEIGHT = 192 in.
H ■, W t H Y2
—
FRAME DEPTH = 42 in.
BEAM LENGTH= 96 In.
H1
ZONE = D Y1
TYPE.. SINGLE ROW
-J--
MANUFACTURER.- INTERLAKE 4- L ---4' ,.-,,. D — 4/
COLUMN BEAM ® Level 1 CONNECTOR ® Level 1
OK OK OK
Intlk LU75/3x3x13ga Intik 485/4.04 "deepx2.75 "x0,07" TWO PIN CONNECTOR
. Steel = 55000 psi Steel = 55000 psi Stress C 94%
Stress =43% Max Static Capacity = 4949 lb.
Stress = 61%
COLUMN BACKER BEAM ® Level 2+ CONNECTOR ® Level 2+
OK OK
Intik 485/4.04 "deepv2.75 "x0.07" TWO PIN CONNECTOR.
None Max Static Capacity a 4949 lb. Stress = 55%
Stress = Stress = 61 %
BRACING SLAB & SOIL
HORIZONTAL OK DIAGONAL OK Slab = 5" X 2500 psi Reinforced OK
Soil Bearing Pressure = 1000 psf
Intik 1 -1/2 X 1 -1/2 X 14ga Intik 1 -1/2 X 1 -1/2 X 14ga Slab Puncture Stress = 35%
Stress = 6% Stress = 21% Slab Bending Stress = 27%
BASE PLATE ANCHORS ,
OK Ransil/Redhead Trubolt 0.5 Dia. X 2.25 Min. Embd, OK
7 75 in X 5 in X 0.375 in Pullout Capacity = 580 lbs.
Steel = 36000 psi Shear Capacity = 1190 lbs.
MBase = 5833 in. lb. No Of Anchors = 2 per Base Plate
Stress = 58% Anchor Stress = 6%
NOTES Design loading for type 1 rack can be increased to 3,000W/level.
•
Received Time Sep.13. 12:16PM