Capstone Final Presentation
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Transcript of Capstone Final Presentation
FINAL DESIGN PRESENTATIONTEAM 2-6
CHRIS SCHULTZDAVID LANE
MARLA WATSONJAMIE FULLER
STRUCTURALSCHEDULING/ COST ESTIMATIONSITE & TRANSPORTATIONHYDROLOGY & HYDRAULICS
Objective
• To provide Capstone Developers with a final design of The Hangout
• To provide Clemson with an entertainment facility
• To provide Clemson’s campus with a late night dining option
• To further draw potential students to Clemson
Project Summary
• The Hangout is a movie theater, restaurant, and meeting facility
• Located on undeveloped land on Perimeter Road
• Two story, 25,943 sq. ft.
• Steel Frame Structure
Architecture & Structural Design
Design Expert: Chris Schultz
Design Procedure
1. Architectural
2. Framing
3. Foundation
4. Lateral Bracing
5. Computer Design and Check
Architecture
• Multi-use building under 3 assembly groups:
• Movie Theater, Restaurant, and Educational
• Two 80-seat theaters with stadium seating
• Concession/Lobby/Arcade
• Restaurant
• 2 Meeting Rooms and 2 Conference Rooms
Architecture
Ground Floor
Second Floor
Architecture
Structural Design
• Roof
• 1.5F22 steel deck
• Steel joists system
• ¼”/ft. slope with interior drainage
• Floor
• 1.5C22 steel deck with 4.5” concrete slab
• Steel W-flange beam system
• CMU Wall
Roof Framing Plan
Minimum Roof Live:20 PSF
Dead:28 PSF
Floor Framing Plan
EDUCATIONAL40 PSF
ASSEMBLY: 100 PSF
Dead Load: 70 PSF
Columns and Foundation Design
• Columns
• W-Flange beams
• Span both floors (30 ft.)
• Footings
• Steel reinforced square footings
• CMU wall footing
• 5” Concrete Slab on Grade
Foundation Design
W8x24
W8x31
CMU Wall System
• 8” CMU Wall
• 2” Air Space
• 4” Brick Veneer
• #4@24” Rebar
Hydrology & Hydraulics
Design Expert: Jamie Fuller
Hydrology & Hydraulics Overview
Pre & Post Development Conditions
• Site Description• Sub-Basin Delineation
• Flow Description• Hydrograph Generation
Storm water Design Methodology
• Storm water Management
• Computer Model Description
Storm water Design Analysis
Pre & Post Development Site Conditions
*Post-development flow must be less than or equal to the Pre-development flow.*
Post-Development
• Grass cover & Asphalt cover • 11 Pervious Sub-Basins• 19 Impervious Sub-Basins• 1 Catch Basin• 1 Storm water Pond
(Detention)• 19 Inlet Structures• 24 Pipe Structures• Internal Roof Drainage
Pre-Development
• Residual Grass Cover• 3 Pervious Sub-Basins• 0 Impervious Sub-Basins• 1 Catch Basin
Pre-Developed Site
EXISTING CATCHBASIN
EXISTING DITCHALONG PERIMETER
ROAD
Pre-Development Sub-Basin Delineation
Sub-Basin
Area [acres]
Time of Conc. [hr]
A 0.282 0.070
B 3.065 0.191
C 1.137 0.104
A
CB
Pre-Development Water Flow
A
BC
Post-Development Sub-Basin Delineation
Table HT2: Post-Development Sub-Basin Summary
Sub-Basin Area Area Length
Slope Time of
Concentration (2-Year)
Time of Concentration (10-Year)
Curve
Number
[ft2] [acre] [ft]
[ft/ft] [hr] [hr]
19,953.3
6 0.228 110.370.018
1 0.082 0.06871
26,581.4
3 0.151 121.420.107
0 0.043 0.03671
38,427.0
0 0.193 121.700.082
1 0.048 0.04071
414,041.
94 0.322 149.830.080
0 0.057 0.04771
55,000.2
7 0.114 119.450.020
0 0.021 0.01798
611,468.
20 0.263 152.650.045
9 0.152 0.12671
710,844.
39 0.248 146.750.027
2 0.087 0.07271
87,942.0
3 0.182 181.250.049
6 0.082 0.06771
95,775.2
0 0.132 178.200.020
0 0.029 0.02498
108,015.3
7 0.184 131.730.045
5 0.065 0.05471
112,393.7
4 0.054 152.900.020
0 0.026 0.02198
124,338.3
9 0.099 135.400.020
0 0.023 0.01998
133,144.8
2 0.072 76.910.020
0 0.015 0.01298
143,102.5
4 0.071 77.150.020
0 0.015 0.01298
153,015.3
8 0.069 77.630.020
0 0.015 0.01298
164,448.0
2 0.102 21.420.020
0 0.005 0.00498
179,533.9
9 0.218 155.650.020
0 0.026 0.02298
186,087.1
5 0.139 154.640.020
0 0.026 0.02298
198,338.6
7 0.191 63.930.020
0 0.013 0.01098
2011,914.
80 0.273 219.470.031
8 0.113 0.09471
213,879.6
3 0.089 80.630.020
0 0.015 0.01398
223,562.0
9 0.081 93.520.032
0 0.057 0.04771
235,681.2
8 0.130 187.900.031
9 0.100 0.08271
244,285.1
5 0.098 30.660.020
0 0.007 0.00698
255,294.8
8 0.121 42.310.020
0 0.009 0.00798
2616,978.
62 0.389 102.000.020
0 0.019 0.01598
272,754.8
9 0.063 76.480.020
0 0.015 0.01298
283,296.3
0 0.075 82.050.020
0 0.016 0.01398
293,845.5
9 0.088 88.300.020
0 0.017 0.01498
303,725.4
0 0.085 178.300.020
0 0.029 0.02498
Post-Development Water Flow
Post-Development Pipe Layout (Drainage System)
DETENTION POND
CULVERT
INLET
Stormwater Management – Pipe Structures
Table HT4: Pipe Properties Summary TableName Diamete
rLength Slope Invert
Elevation OUT
Invert Elevation IN
Material
[in] [ft] [ft/ft] [ft] [ft]1 9 266 0.011 802.0 799.0 PVC2 12 210 0.009 793.0 791.0 PVC3 11 257 0.015 790.0 786.0 PVC4 8 22 0.022 791.0 790.5 PVC5 10 62 0.064 786.0 782.0 PVC6 10 60 0.029 783.75 782.0 PVC7 10 55 0.031 787.75 784.0 PVC8 12 55 0.027 787.5 786.0 PVC9 12 54 0.018 789.0 788.0 PVC
10 12 55 0.054 785.0 782.0 Concrete11 12 87 0.040 793.5 790.0 PVC12 15 212 0.021 798.5 794.0 PVC13 15 167 0.050 802.5 794.0 PVC14 10 58 0.043 796.5 794.0 PVC15 8 54 0.037 793.0 791.0 PVC16 12 54 0.018 790.0 789.0 PVC17 10 23 0.086 789.0 787.0 PVC18 11 150 0.013 785.0 783.0 Concrete19 8 20 0.075 782.0 780.5 PVC20 4 27 Vertical Vertical Vertica
lPVC
21 6 27 Vertical Vertical Vertical
PVC
22 8 27 Vertical Vertical Vertical
PVC
23 8 27 Vertical Vertical Vertical
PVC
24 8 27 Vertical Vertical Vertical
PVC
Stormwater Management – Inlet Structures
Table HT3: Drainage Inlet and Gutter Summary TableInlets Gutters
Name Type Location Length Throat Grate Width Grate Length
RIMElevation
CurbHeight
Slope Width Pavement Slope
Longitudinal Slope
[ft] [ft] [ft] [ft] [ft] [in] [ft/ft] [ft] [ft/ft] [ft/ft]1 Combinatio
nOn
Grade3 4 3 3 804.5 6 0.02 3 0.02 0.01
2 Combination
On Grade
3 4 3 3 800.0 6 0.02 3 0.02 0.01
3 Combination
On Grade
3 4 3 3 793.0 6 0.02 3 0.02 0.01
4 Slotted On Grade
3 4 3 3 787.0 6 0.02 3 0.02 0.01
5 Combination
On Grade
3 4 3 3 793.0 6 0.02 3 0.02 0.01
6 Combination
On Grade
3 4 3 3 798.0 6 0.02 3 0.02 0.01
7 Combination
On Grade
3 4 3 3 795.0 6 0.02 3 0.02 0.01
8 Combination
On Grade
3 4 3 3 792.0 6 0.02 3 0.02 0.01
9 Combination
On Grade
3 4 3 3 791.0 6 0.02 3 0.02 0.01
10 Combination
On Grade
3 4 3 3 788.0 6 0.02 3 0.02 0.01
11 Combination
On Grade
3 4 3 3 783.0 6 0.02 3 0.02 0.01
12 Combination
On Grade
3 4 3 3 785.0 6 0.02 3 0.02 0.01
13 Combination
On Grade
3 4 3 3 787.5 6 0.02 3 0.02 0.01
14 Combination
On Grade
3 4 3 3 789.7 6 0.02 3 0.02 0.01
15 Combination
On Grade
3 4 3 3 791.4 6 0.02 3 0.02 0.01
16 Combination
On Grade
3 4 3 3 805.0 6 0.02 3 0.02 0.01
17 Combination
On Grade
3 4 3 3 800.0 6 0.02 3 0.02 0.01
18 Combination
On Grade
3 4 3 3 796.0 6 0.02 3 0.02 0.01
19 Slotted On Grade
3 4 3 3 787.0 6 0.02 3 0.02 0.01
Name
Type
Location
Width Length Grate Width Grate Length
RIM Elevation
Width Pavement Slope
Longitudinal Slope
[in] [in] [ft] [ft] [ft] [ft] [ft] [ft]Existing Catch Basin
Grate
On sag
1
6
3
5
775.73
3
0.02
0.02
Computer Model
I-INLETO-
OUTFALL
DETENTION POND
PERVIOUS AREA
IMPERVIOUS AREA
UNITS ARE CONNECTED BY NON-ROUTED CONNECTORS,
CIRCULAR CONDUIT, AND PIPE STRUCTURES.
2-YR 24-HR Hydrology & Hydraulics Analysis
Pre-Development
Post-Development
w/o Pond
Post-Development
w/Pond
10-YR 24-HR Hydrology & Hydraulics Analysis
Pre-Development Post-
Development w/o Pond
Post-Development
w/Pond
100-YR Rainfall Event Hydrograph
Peak Runoff Discharges
Table HT5: Hydrograph Essential Data
Storm Event Peak Discharge Runoff Volume[YR] [cfs] [acre-ft]
Pre-Development 2-Year 1.953 0.253110-Year 6.606 0.6585
Post-Development Without Pond
2-Year 9.691 0.841410-Year 12.50 1.3333
Post-Development With Pond
2-Year 2.574 0.186910-Year 5.601 0.3649
100-Year 11.81 0.8008
Storm water Pond Elevation View
Maximum stage during 100-YR storm: 7.90 feet (freeboard not used)
Top Elevation: 787 feet
Bottom Elevation: 777 feet
Site and Transportation
Design Expert: Marla Watson
Site & Transportation Overview
• Site Layout & Setbacks• Site Grading Plan• Site Traffic Plan• Access Road Cross Section• Site Lighting Plan
Site Layout and Setbacks
15’X15’ DUMPSTER PAD
TYPICAL SETBACKS
ACCESS ROADS
Site Grading Plan
DETENTION POND787’ SURFACE777’ FLOOR
1680 CY VOLUME
805’ BUILDING
PERMANENT SLOPE4:1
Site Traffic Plan
PARKING LOT 2-WAY ACCESS
AISLES
1-WAY DELIVERY TRUCK ACCESS ROAD
75 REGULAR SPACES
CAT BUS STOP
BICYCLE RACK
Access Road Cross Section
Site Lighting Plan
SITE LIGHTING
DOUBLE ARM PARKING LOT30’ HIGH WITH 14” ARMS
1.0 FOOTCANDLE
Construction Scheduling and Cost Estimation
Design Expert: David Lane
Schedule
Durations
Sequencing
Define workdays
Schedule
TASK COST ACCOUNT CODE
TASK CODE ACCOUNT NAME UNIT OF MEASURE
QTY NO. OF CREWS
CREW PROD.
DURATION WEATHER ADJ.
Total Duration
03 30 53.40 3150 (P.68 IN BCCD)
REGULAR CONCRETE, 4000 PSI, 4"
SF 2100 1 C-8 2613 0.1 1
03 30 53.40 3580 (P. 68 IN BCCD)
EQUIPMENT PAD 8'X8'X 10"
EACH 1 1 C-8 8 0.1 103 30 53.40 3940 (P. 69 IN BCCD)
FOOTING, STRIP 3000 PSI 24" X 12", REINFORCED CY 38 1 C-14L 48 0.1 1
03 - CONCRETE
Schedule
Schedule
Mobilization Date: January
9, 2012
154 eight-hour workdays
Completion Date: August
13, 2012
Cost Estimate
WBS
Line Item
Division Breakdown
Adjustment Factors
Cost Estimate
TASK COST ACCOUNT CODE
TASK CODE ACCOUNT NAME
UNIT OF MEASURE
QTY UNIT COST
CREW INCREASE COST
TOTAL COST
04- MASONRY
04 21 13.13 2000 (P. 89 IN BCCD)
STANDARD BRICK VANEER SF 15820 14.35$ 218,316$ 445,333$
04 22 10.24 0200 (P.96 IN BCCD)
REINFORCED CONCRETE BLOCK EXT. 8"X8"X16" SF 15820 10.25$ 139,849$ 302,004$
Cost Estimate
Cost of Site Features
Design Feature Estimated Total Cost Percent of Total Project Cost
Hydrology and Hydraulic Features $ 92,000 2%
Site and Transportation Features $ 900,000 21%
Structural and Architectural Features $ 1,100,000 25%
Cost Estimate
DIVISION TOTAL 4,838,253$ 186$ LOCATION MODIFICATION [.76] 3,677,072$ GENERAL CONDITIONS [+10%] 367,707$ CONTINGENCY [+5%] 183,854$ TOTAL PROJECT COST 4,228,633$ 163$
DIVISION COST COST PER SF
Conclusion
• 25,943 sq. ft. multiuse facility
• 2 stadium seating theaters
• 81 parking spaces + CAT access
• 154 eight-hour workdays, August 13, 2012.
• $4.2 Million, $163/SF
QUESTIONS?