Plans q
Tetra Plastics
Zimmerman Overhead Support System
Location:
Zone 4
Prepared For:
Tetra Plastics Inc.
8 Research Park Drive
St. Charles, MO
Prepared By:
Peter S. Higgins & Associats
Cunsulting Structural Engineers
1225-F North Pacific
Glendale, CA 91202
(818) 549-0072
Peter S. Higgins, S.E.
Job Number 2898
January 7, 1998
This document and the design it contains is copyright by Peter S. ':gin• and
Associates.It is provided as an instrument of service,and shall not : repr..uced in PROF any f ashion without the written permission of Peter S.Higgin : d As .ciates. (Irre
, l�f�GI NES �O
15,635 Notice to Building Depart I•ents r-
If this calculation is submitted for building permit approv:.,it shall c main all 11 ets ,
of calculations as listed in the table of contents on the ext page( , ..• h: 7 .e
accompanied by all drawings listed in section 1.All •ocument• : all be t• e
appropriate seals and signatures in ink of a contrasting c•for with t` same . ; be• j :6:4:0
Reference.The calculation shall be signed ;cross t lbl.
. f' 6 30_11
REPRODUCTIONS OF SIGNED COP ' ARE INVAALID I
I
PETER S. HIGGINS AND ASSOCIATES
CONSULTING STRUCTURAL ENGINEERS
Project:Tetra Plastics Job Number 2898
January 7, 1998 Sheet 2 of 7
• TABLE OF CONTENTS
1. Reference Data 2
1.1. Documents 3
1.1.1. Drawings 3
1.1.2. Specifications, Details, Supplementary Calculations 3
1.1.3. Design Loads 3
1.2. Seismic 3
1.2.1. General 3
2. Configuration 1 4
2.1. Check Beams 4
2.1.1. W8x13 (Major Axis Bending) 4
2.1.2. W8x13 (Minor Axis Bending, conservatively assume a lateral design load of
20% of the design live load) 4
2.2. Check Girders 4
2.2.1. W8x13 4
2.3. Connections 4
2.4. Check Posts 5
2.4.1. Load to Post(at critical section) 5
2.4.2. Post Properties and Capacities 5
2.5. Seismic 5
2.5.1. Base Shear 5
2.5.2. Determine Period(Ref. Roark and Young 6th Ed. Table ) 5
2.5.3. Design Forces (at critical section) 6
2.5.4. Post- Combined Stresses 6
2.5.5. Base Plate 7
Copyright by Peter S.Higgins and Associates.Provided as an instrument of service.Copying by written permission only
•
PETER S. HIGGINS AND ASSOCIATES
CONSULTING STRUCTURAL ENGINEERS
Project:Tetra Plastics Job Number 2898
January 7, 1998 Sheet 3 of 7
1.Reference Data
This calculation reviews the installation of a new overhead support system for structural
adequacy. The sealing of the drawings is for structural review of the overhead support
system only. Other information is not reviewed, or approved.
1.1.Documents
1.1.1.Drawings
Zimmerman Handling Systems
Drawing#97121501, Sheet 1 of 2 Rev. -
Drawing #97121502, Sheet 2 of 2 Rev. -
Drawing#30700 Rev. 1 (8%2x 11)
Drawing# 30701 Rev. 1 (8%2x11)
Drawing# 30704 Rev. 1 (8'/2x11)
1.1.2.Specifications,Details, Supplementary Calculations
None
1.1.3.Design Loads
Dead Load 500 lbs
Live Load 2000 lbs
1.2.Seismic
1.2.1. General
Where:
ZIC
V = W
R,,, Z= 0.4
I = 1.0
Within the range Rw= 6.0
0.030 W<V < 0.183 (Strictly speaking Rw= 12 as the "girder" is the
baseplate, and the"connection" is the base weld
which is capable of fully developing the flexural
capacity of the plate)
S < 1.5 (Unless lower value permitted by
soils report)
W= DL (+LL/4)
T may be determined by any rational method, or the default of C/R,,, of
0.46 may be used.
Copyright by Peter S.Higgins and Associates.Provided as an instrument of service.Copying by written permission only.
PETER S. HIGGINS AND ASSOCIATES
CONSULTING STRUCTURAL ENGINEERS
Project: Tetra Plastics Job Number 2898
January 7, 1998 Sheet 4 of 7
2.Configuration 1
2.1.Check Beams
2.1.1.W8x13 (Major Axis Bending)
Pmaa< 1.25 kips Span< 12.3 ft
Fy < 36.0 ksi E= 29000 ksi
Design Forces and Requirements
V < 0.63 kips
Mme PL/4 < 3.8 ft-kips
SX> 9.91 in3
Fb= 4.6 ksi
= 4.7 in4 (LL/240)
W8x13 O.K.
2.1.2.W8x13 (Minor Axis Bending, conservatively assume a lateral design load of
20%of the design live load)
P.< 0.20 kips Span< 12.3 ft
Fy < 36.0 ksi E= 29000 ksi
Design Forces and Requirements
V< 0.10 kips
Mme PL/4< 0.6 ft-kips
SX> 1.37 in3
Fb= 5.3 ksi
= 0.8 in4 (LL/240)
W8x13 O.K.
2.2.Check Girders
2.2.1.W8x13
Section ample by inspection.
2.3.Connections
Beam to beam and column to beam connections ample by inspection.
Copyright by Peter S.Higgins and Associates.Provided as an instrument of service.Copying by written permission only.
PETER S. HIGGINS AND ASSOCIATES
CONSULTING STRUCTURAL ENGINEERS
Project:Tetra Plastics Job Number 2898
January 7, 1998 Sheet 5 of 7
2.4.Check Posts
2.4.1.Load to Post(at critical section)
DL < 0.50 kips
Live Load Reduction= 0.0 %
LL < 1.0 kips
Total Design Load= 1.5 kips
2.4.2.Post Properties and Capacities
TS 5x5x 3/16 As= 3.52 in2 Fy= 46.00 ksi
Sx = 5.36 in3 Q = 1.00
rx = 1.95 in E = 29000 ksi
Sy= 5.36 in3
ry= 1.95 in
Kx= 2.00 Ky = 2.00
Lx= 205.00 in L = 205.00 in
KxLx/rx= 210.26 KyLy/ry= 210.26
KL/rmax= 210.26 C ' = 111.57
•
Fa= 3.38 ksi Ps = 11.90 kips
Fe„= 3.38 ksi 1.33P'„ = 15.82 kips
Fb= 30.36 ksi Ma= = 162.73 in-kips
2.5.Seismic
2.5.1.Base Shear
2.5.2.Determine Period (Ref. Roark and Young 6th Ed. Table)
Copyright by Peter S.Higgins and Associates.Provided as an instrument of service.Copying by written permission only.
PETER S. HIGGINS AND ASSOCIATES
CONSULTING STRUCTURAL ENGINEERS
Project: Tetra Plastics Job Number 2898
January 7, 1998 Sheet 6 of 7
Units: kips, inches, seconds
Post Load W= 1.50 kips
Post Height L = 205.00 in
2 Tc W L 3 Moment of Inertia of Post I = 13.4 in4
T = E = 29000 ksi
1 .73 EIG
G= 386 in/sec'
Substitution Yields, T > 1.07 sec
Thus:
V < 0.119 W
V = 0.089 kips
2.5.3.Design Forces (at critical section)
P < 1.50 kips
V < 0.089 kips
M<VL = 18.2 in-kips
2.5.4.Post- Combined Stresses
P M
—+ <_ 1.33
Pa Ma
0.24 < 1.33 O.K.
Copyright by Peter S.Higgins and Associates.Provided as an instrument of service.Copying by written permission only.
PETER S. HIGGINS AND ASSOCIATES
• CONSULTING STRUCTURAL ENGINEERS
Project:Tetra Plastics Job Number 2898
January 7, 1998 Sheet 7 of 7
2.5.5.Base Plate
Design Information:
P = 1.50 kips Fypiete= 36.00 ksi
M = 18.2 in-kips d = 5.0 in
W= 12.0 in tplate= 0.63 in
D = 12.0 in fe' = 2.00 ksi
a= 1.5 in
From equilibrium:
P (D)(e)(0.85f'.) = P+ T
M
(14—a)(T)+(W2 e)(P+T) = M
0.85 P c Simultaneous solution yields:
T e e= 0.12 in
P+T T= 0.89 kips
a Stability limited by bending in plate
• • Z
D t P(2`) +(1.
33)(0.75)(36) D6
n
• • RM < 32.3 in-kips
O.K.
w
T=0
Stable under vertical load alone O.K.
Anchors provide added Factor of Safety
Tba =T/2 kips per bolt
= 0.45 kips
Use min. 3/4 " diam. ICBO approved expansion anchors O.K.
Minimum embedment 3.5" into slab
Copyright by Peter S.Higgins and Associates.Provided as an instrument of service.Copying by written permission only.