HomeMy WebLinkAbout4700 BOARDWALK DR - SPECIAL INSPECTIONS - 2/24/2010February 24, 2010
- Cart Cunningham
The Marco Company
P.O. Box 123439
Forth Worth, Texas 76121
81007.126 "alJQre'NI
Re: 16'-7" and 33'-2" 3 Row Tubing Truss Core Drilled Embedded Cart Corral Assembly
Wallace Project No. 1010134
Dear Mr. Cunningham,
At your request, representatives from Wallace Engineering performed review of your 16'-7" and
33'-2" 3 Row Tubing Truss Core Drilled Embedded Cart Corral Assembly. The purpose of the
review was to review the structural capacity of the cart corral for use in the northern parts of the
United States of America.
EXECUTIVE SUMMARY
Since the cart corral is anticipated to be used in various locations across the northern parts of the
United States, we reviewed the capacity of the cart corral for the typical extreme conditions that
could be required in the northern part of the country. We considered loading requirements
including typical wind loads and ice loads. We found that the design of the cart corrals met the
loading requirement we assumed and therefore would be acceptable for use in typical areas
throughout the northern United States.
DESIGN ASSUMPTIONS
The design is based on the requirements of the 2006 International Building Code (IBC) and
ASCE 7-05 Minimum Design Loads for Building and Other Structures. The location was
assumed to be a representative extreme location in the northem part of the United States. The
following design criteria were assumed:
Ground Snow Loads = 50 psf
Basic Wind Speed = 90 mph
Exposure Category = C
Nominal Ice Thickness Due to Freezing Rain = 1 inch
Concurrent Wind Speed for Ice Loading = 60 mph
These assumptions cover the majority of the locations in the northern part of the United States.
However, there are some areas with more extreme values than what has been assumed for this
study. If the cart corral is to be used in these locations, it should be reviewed for the site specific
requirements.
Also, the wind loading has been assumed to be 90 mph. This is the typical inland wind load
throughout the majority of the United States. For the coastal areas along the Atlantic Ocean and
Gulf of Mexico, this value could increase considerably. If the cart corral is to be used in these
locations, it should be reviewed for the site specific requirements.
Vho" Enghl"Oing
S"Ural Conwltants, Inc
200 East Body street
Tulsa OkU ma 74103
918.584.5858, Fax 918.584.8689
wwry rvaflacm com
Mr. Carl Cunningham
16'-7" and 33'-2" 3 Row Tubing Truss Core Drilled Embedded Cart Corral Assembly
February 24, 2010
Page 2
The seismic loading for a structure is highly dependent on the location of the structure. Since
these cart corrals are light weight seismic loading was assumed to not control in this review. If
they are used in an area of high seismic loading it may be necessary to review the seismic
loading to verify this assumption.
The live loading used forthisreview was the requiredloading for- handrails ,and guards.— IBC-- - - - - -
2006 Section 1607.7.1. This requires that the piece be designed to resist either a 200 pound
concentrated load at any location in any direction or a 50 pounds per linear foot load in any
direction along the whole length of the rail. It was also assumed that this load would only occur
along one of the three (3) rails at a time.
Load combinations considered are from ASCE 7-05 for allowable stress design (ASD). The
combinations are as follows:
1. Dead Load
2. Dead Load + Live Load
3. Dead Load +Ice Dead Load + Wind on Ice Load
4. Dead Load + Wind Load
5. Dead Load + 0.75•Wind Load + 0.75'Live Load
6. 0.6•Dead Load +Wind Load (Uplift Case)
7. 0.6'Dead Load + Ice Dead Load + Wind on Ice Load
CART CORRAL FRAME DESIGN
To complete the analysis of the cart corral's frame, a full model of the 16'-7" frame is used. This
model can be used for both cart corral assemblies. The controlling member for the rail is M26.
The connector post design is controlled by member M1. The rail to connector post is assumed to
be a fixed connection. The live loading for the post is considered to be acting horizontal and on
only one rail — this results in the largest moment on the connector post. Based on the analysis,
both the 2" schedule 10 rails and the 3" schedule 10 connector post are acceptable. Refer to the
calculations for detailed analysis.
For the roof framing, the four (4) members that control the design are M15 and M38 — for the tube
joist that support the roof deck and M3 and M17 — for the 15 degree center assembly. The tube
joists are 3"x1" 16 gage cold rolled steel (CRS) tube members. Based on the anticipated forces
from the model — member M15 is 32% overstressed and M38 is 59% overstressed. Maintaining
a 3 inch depth, the members were checked as 3"x2" 16 gage CRS tube members. A 3"x2" 16
gage member is adequate for both M15 and M38. Member M3 is also a 3"x1" 16 gage CRS tube
member and was checked based on the anticipated forces from the model. This member also is
overstressed by 22%. A 3"x1 '/2" 16 gage CRS tube was checked and will be adequate for M3.
The final controlling member is M17. This is the bracing member of the 15 degree center
assembly. It is a L1 x1 x118 angle. This angle is adequate to use as the bracing member for the
assembly. Refer to the calculations for detailed analysis.
CART CORRAL ROOF DECK
The roof deck used on this cart corral is a 24 gage R-Panel. Based on the assumed gravity
loading and the uplift loading this deck is adequate. The deck is connected to the frame with #12
— % Hex Self Drilling Screws as shown in the assembly drawings. Based on this attachment, the
screw connection was determined to be adequate for the worst case of wind uplift. Refer to the
calculations for detailed analysis.
v�av ( o30aP,�L)jal/ 0R
Mr. Carl Cunningham
16'-7' and 33'-2" 3 Row Tubing Truss Core Drilled Embedded Cart Corral Assembly
February 24, 2010
Page 3
CART CORRAL FOUNDATION DESIGN
The foundation for the cart corral consists of an unreinforced concrete pier. The design moment
of 840 Ib-ft is from the frame design of the cart corral. This results in an equivalent 210 pound
load located four (4) feet high. The required foundation is an 8" diameter x 34" deep. Refer to
the design calculations for the detailed analysis..-
CONCLUSIONS AND RECOMMENDATIONS
The above results are based on the stated design assumptions and therefore are only acceptable
for locations that do not exceed these conditions. Most importantly, any area where seismic
loading could control the design, the design should be reviewed for any changes that might be
required.
We appreciate this opportunity to provide you with this report. If you have any questions or need
additional information, please do not hesitate to contact us.
Sincerely,
WALLACE ENGINEERING • STRUCTURAL CONSULTANTS, INC.
dot
Ronald G. Jantz, P.E.
Principal
OKCA #1460, Exp. 06.30.11
cc: File
po otR 41dk
Date 2/23/2010 Sheet No. of
Job #1010134 Marco Co. Carl Corrals
Subject over art Corral Loads
DEAD LOADS
ITEM- `- DESCRIPTION- _ __.--__..... _ WEIGHT(PSF)...
Rail 2' Schedule 10 Pipe 2.64
Post Connector 3' Schedule 10 Pipe 4A
LIVE LOADS (L)
Live loading Is the hardrall loading given In 2006 IBC Section 1607.7.1
50 pit
or 200 I
SNOW LOADS (S)
0 = 15.0 degrees
po = 50 pat ASCE 7-05 Figure (7-1)
Calculate the sloped roof snow load since the roof slope Is greater than 5 degrees
P. = C. Pf
pr=0.7C,C,Ipo
C.= 0.9
Ci= 1.2
1= 0.8
Pf = 30.24 pal
(Terrain Category C & Fully Exposed)
(Unheated Structure)
(Category 1)
C. 1.0
(Ct =1.2 and the structure has an unobstructed slippery roof surface)
P. - 30.24 osf
Unbalanced Snow Load
Since 0 = 15 degrees < 15.27 = 70/4.74 ft + 0.5 = 70/W + 0.5
Unbalanced snow load does not need to be considered.
ASCE 7-05 Eq. (7-2)
ASCE 7-05 Eq. (7-1)
ASCE 7-05 Table (7-2)
ASCE 7-05 Table (7-3)
ASCE 7-05 Table (7-4)
ASCE 7-05 Figure 7-2c
SEISMIC LOADS IiEL______
Due to design assumptions, seismic loads do not control and are not considered.
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Date 2/23/2010 Sheet No. of
Job #1010134 Marco Co. Cart Corrals
Subjectovered Cart CorralLoads
WIND LOADS (V4
WIND LOAD ON PIPE STRUCTURE
F = q,GCA
qZ= 0.00256K=KK \P1
Kd = 0.95
Kz = 0.85
Exposure C
z=8ft
Kzt = 1.0
V =. 90 mph
1= 0.87
Category I
qz = 14.57 psf
G = 0.85
D(q.)"n= 0.8 2.375In
2" Schedule 10 Pipe
= 1.1 3.500 In
3" Schedule 10 Pipe
h= 4ft h= 8ft
h/D = 20 2.375 in
2" Schedule 10 Pipe
= 14 27 3.500 In
3' Schedule 10 Pipe
Cr = 1.1
0.9 1.3
W e 2.68 a1f 2" Schedule 10 Pipe
W = 4.5 3" Schedule 10 Pipe
WIND LOAD ON ROOF STRUC7URE
P = ghGCN
qh = 0.00256K=KaKdV21
Kd = 0.95
Kz = 0.85
Exposure C
h=8ft
Kzt = 1.0
V = 90 mph
I = 0.87
Category I
qh = 14.57 psf
G = 0.85
ASCE 7-05 Eq. (8-28)
ASCE 7-05 Eq. (8-15)
ASCE 7-05 Table (")
ASCE 7-05 Table (6-3)
ASCE 7-05 Section 8.5.7
ASCE 7-05 Figure (6-1)
ASCE 7-05 Table (6-1)
ASCE 7-05 Section 6.5.8
ASCE 7-05 Table (6-21)
ASCE 7-05 Eq. (6-25)
ASCE 7-05 Eq. (6-15)
ASCE 7-05 Table (6-4)
ASCE 7-05 Table (6.3)
ASCE 7-05 Section 6.5.7
ASCE 7-05 Figure (6-1)
ASCE 7-05 Table (6-1)
ASCE 7-05 Section 6.5.8
D2
Date 2/23/2010
Sheet No. of
o
Marco a Corrals
3Tu jaoto�vered E� terra-fCoads -- __..---.. _.-..... .
8 = 15.0 degrees
Wind Perpendicular to Root Slope
Load Case A
Load Case B
ASCE 7-05 Figure (6-188)
CNW = 1.1
CNW = 0.1
CNL _ -0.4
CND = -1.1
W 3�s.2s8 no
W'1.24B4i
W■-495 R
W■-
tMnd Parallel to Roof Slope
Load Case A
Load Case B
ASCE 7-05 Figure (6-18D)
CN=-0.8
Oft -eft CN=0.8
CN=-0.6
8ft-16ft CN=0.5
CN=-0.3
>16It CN=0.3
W -9.91 as
W9.91asf
W ■ -7.43 as
I
W ■ 8.19 psf
I
W -3.71 p
W=3.71 PI
WIND LOAD COMPONENTS AND CLADDWQ
qh = 14.57 psf
G = 0.85
9 = 15.0 degrees
a = 3.20 It
Effective Wind Area for Deck Effective Wind Area for Attachments
A = 12.5 ft2 >a2,<=4.Oa2 A = 3.1 ft2 -a2
CH = 1.7 CH = 2.2
p = 21.05 psf p = 27.24 psf
ASCE 7-05 Figure (6-19B)
ICE LOADS -ATMOSPHERIC ICING (01 and Wij
t = 1.000 In ASCE 7-05 Figure (10-2)
V, = 60 mph
Kzt = 1.0 ASCE 7-05 Section 10.4.5
h - 0.80 ASCE 7-05 Table (10-1)
iw = 1.00
Category I
Y 76v
Date 2/23/2010 Sheet No. of
Job #1010134 Maroo Co. Cart Corrals
SubjectoveCorral Loads
% _ (z/33f"O ASCE 7-05 Eq. (10-4)
z= 8ft <900ft
1a = 2.0 t 1,fz(K e-'5 ASCE 7-05 Eq. (10-5)
td = 1.389 In
Al = n td (Do + td)
Do = 2.375 In
2' Schedule 10 Pipe
Do = 3.500 in
3' Schedule 10 Pipe
Ai = 16.4 In2
2" Schedule 10 Pipe
Aj = 21.3 In2
3" Schedule 10 Pipe
Ice density = 58 pcf
Di o 6.3
2' Schedule 10 Pipe
DIM 8.29
3" Schedule 10 Pipe
qz = 0.002581(=KAV 2I
Kd - 0.95
Kz = 0.85
Exposure
C
h=8ft
q= = 7.44 psi
F = c6GCA
G = 0.85
Determine Cr from ASCE 7-05 Section 10-5:
D(q=)"2 0.5
2.375 in
2" Schedule 10 Pipe
0.8
3.500 In
3" Schedule 10 Pipe
h= 4ft
h= 8ft
WD = 20
2.375 In
2" Schedule 10 Pipe
= 14
27 3.500 In
3" Schedule 10 Pipe
Cr = 1.1
0.9 1.3
Win 1.37 al f 2" Schedule 10 Pipe
W, = 2.3101 3" Schedule 10 Pipe
ASCE 7-05 Eq. (10-1)
ASCE 7-05 Figure (10-1)
ASCE 7-05 Section 10.4.1
ASCE 7-05 Eq. (6-15)
ASCE 7-05 Table (6-4)
ASCE 7-05 Table (6-3)
ASCE 7-05 Eq. (6-28)
ASCE 7-05 Section 6.5.8
ASCE 7-05 Table (6-21)