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Project Concept Report – Page 2 P.I.Number: 0011378County: McDuffie
PROJECT LOCATION
SR 17 – Thomson, GAPI# 0011378
McDuffie County
Project Concept Report – Page 3 P.I.Number: 0011378County: McDuffie
PLANNING & BACKGROUND DATA
Project Intended Benefit: This project would benefit the public by potentially reducing the incidence ofcrashes along this roadway segment, corridor, and/or intersection. Additionally, this project would benefitthe public by constructing new storm water collection systems, properly sized and engineered to improvedrainage during heavy rains. Pedestrians will also benefit from the addition of new sidewalk.
Description of the proposed project: This project will improve the storm sewer system along SR 17/Mainstreet in Thomson, GA. In addition, this project will also add a new shoulder consisting of new curb andgutter and 5’ sidewalk.
Federal Oversight: Exempt State Funded TIA Other
Regional Commission: Central Savannah River RC RC Project ID RC 07-000070
Congressional District(s): 10
Projected Traffic: AADTCurrent Year (2015): 13200 Open Year (2020): N/A Design Year (20YY): N/A
Functional Classification (Mainline): Urban Principal Arterial
Complete Streets - Bicycle, Pedestrian, and/or Transit Warrants:Warrants met: None Bicycle Pedestrian Transit
Is this a 3R (Resurfacing, Restoration, & Rehabilitation) Project? No Yes
Pavement Evaluation and RecommendationsInitial Pavement Evaluation Summary Report Required? ☒ No ☐ YesInitial Pavement Type Selection Report Required? ☒ No ☐ YesFeasible Pavement Alternatives: ☒ HMA ☐ PCC ☐ HMA & PCC
Project Concept Report – Page 4 P.I.Number: 0011378County: McDuffie
DESIGN AND STRUCTURAL DATAMainline Design Features: State Route 17/Main Street
Urban Shoulder SectionsFeature Existing Standard* Proposed
Typical Section- Number of Lanes 2 N/A 2- Lane Width(s) 9’-10’ 11’-12’ 10’- Median Width & Type None None None- Outside Shoulder or Border Area Width Varies 10’-16’ 11.5’- Outside Shoulder Slope Varies 2% 2%- Inside Shoulder Width None None None- Sidewalks Varies 5’ 5’- Auxiliary Lanes None None None- Bike Lanes None None NonePosted Speed 35 mph 35 mphDesign Speed N/A 35 mph 35 mphMin Horizontal Curve Radius N/A 525’ 525’Maximum Superelevation Rate 4% 4% 4%Maximum Grade 11% 11% 11%Access Control None None NoneDesign Vehicle (Roadway) N/A WB-40 WB-40Pavement Type Asphalt Asphalt AsphaltClear Zone N/A 10’ 10’
*According to current GDOT design policy if applicable
Major Structures: N/A
Major Interchanges/Intersections: State Route 17/Gordon St./Tom Watson Way (HWY 223), State Route17/Harrison Road/Wrightsboro Road
Lighting required: ☒ No ☐ Yes
Off-site Detours Anticipated: ☒ No ☐ Yes ☐ Undetermined
Transportation Management Plan [TMP] Required: ☒ No ☐ YesIf Yes: Project classified as: ☐ Non-Significant ☐ Significant
TMP Components Anticipated: ☐ TTC ☐ TO ☐ PI
Design Exceptions to FHWA/AASHTO controlling criteria anticipated: No YesIf yes describe the exception needed:
Design Variances to GDOT Standard Criteria anticipated: No YesIf yes describe the variance needed:
Project Concept Report – Page 5 P.I.Number: 0011378County: McDuffie
Utility Involvements:
Utility Owner Utility TypeAT&T Phone/Communications
Georgia Power Overhead PowerComcast Cable
City of Thomson WaterCity of Thomson Sewer
SUE Required: No Yes
Right-of-Way (ROW):Required Right-of-Way anticipated: ☐ None ☒ Yes ☐ UndeterminedEasements anticipated: ☐ None ☒ Temporary ☐ Permanent ☐ Utility ☐ Other
Anticipated total number of impacted parcels: 12Displacements anticipated: Businesses: 0
Residences: 12Other: 0
Total Displacements: 0
ENVIRONMENTAL DATA
Anticipated Environmental Document:GEPA: Type A Letter Type B Letter NoneNEPA: CE EA/FONSI
Note: Senate Bill 346 exempts transportation projects under $100 million dollars from the requirements ofGEPA. The process and procedures for special studies will continue to follow the Environmental ProceduresManual; however, a GEPA document will not be required. GDOT will complete environmental surveys forresource identification and evaluate the potential for adverse effects. If adverse effects are identified, GDOTwill expect the avoidance and minimization of harm alternatives to be considered. The extent to which theseare implemented will be evaluated by the project team. If adverse effects cannot be avoided, then mitigationwill be required. An Environmental Commitments Table will be prepared and will list the resources identified,the anticipated impacts, as well as any permitting and mitigation requirements. The ECT will be attached tothe Environmental Certification for the project.
Project Concept Report – Page 6 P.I.Number: 0011378County: McDuffie
Project Air Quality: (On-system projects only)Is the project located in a PM 2.5 Non-attainment area? No YesIs the project located in an Ozone Non-attainment area? No YesIs a Carbon Monoxide hotspot analysis required? No Yes
MS4 Compliance – Is the project located in an MS4 area? No Yes
Environmental Permits/Variances/Commitments/Coordination anticipated: Stream buffer varianceand 404 permit not anticipated.
NEPA/GEPA Comments & Information:
No protected species habitat. One intermittent stream in the survey area. This stream will have a state-mandated25-foot buffer. Two additional non-buffered state waters (NBSW’s) within the project area and two NBSW’s adjacentto the project area. Given the scope of the proposed improvements, it is possible no Section 404 permit from the USArmy Corps of Engineers or Stream Buffer Variance would be required. The land use is commercial/residential. Apublic information open house will be held at the discretion of TIA leadership in coordination with stakeholders.
Other projects in the area:● GDOT PI# 222250, SR 10/SR17/US 78 from SR 43 to CR 6/Smith Mill Road -TIA Band 1
Other coordination to date:1. Kickoff meeting with McDuffie County: 07-19-2016
Project Cost Estimate and Funding Responsibilities:
Breakdownof PE
Breakdownof ROW
Breakdown ofReimbursable
UtilitiesBreakdown
of CST
Breakdown ofEnvironmental
Mitigation Total CostBy Whom TIA TIA TIA TIA TIADate of Estimate 10/27/2016 10/27/2016 N/A 10/27/2016 N/ATIA CurrentProgrammed Budget $
$525,000 $0.00 N/A $1,850,000 N/A $2,500,000
Estimated $ Amount $525,000 $149,208 N/A $1,700,776 N/A $2,499,984
ALTERNATIVES DISCUSSION
Preferred Alternative: Drainage and Shoulder Improvement from Tom Watson Way to Harrison Rd.This alternative proposes to improve the drainage on SR 17 from Tom Watson Way to West St. (0.45
Project Concept Report – Page 7 P.I.Number: 0011378County: McDuffie
miles). Improvements will consist of new concrete pipe storm sewer system as well as new 30 “ curb andgutter with 5’ sidewalks on both sides of the road. From West St. to Harrison Rd (0.51 miles), thisalternative proposes to add 5’ sidewalk on the west side of SR 17.Estimated Property Impacts: 0.71 ac Estimated Total Cost: $2,499,985
Estimated ROW Cost: $149,208 Estimated CST Time: 18 MonthsRationale: This alternative addresses the areas of highest concern for Thomson-McDuffie county whileadhering to the programmed TIA budget.
No-Build AlternativeEstimated Property Impacts: 0 ac Estimated Total Cost: $0
Estimated ROW Cost: $0 Estimated CST Time: 0 MonthsRationale: The No Build alternative would not provide the project intend benefit of improving drainage alongSR 17 in Thomson, GA.
Alternative 1: Drainage and Shoulder Improvement from Whiteoak St. to West St.This alternative proposes to improve the road drainage from Whiteoak St. to West St. (0.67 miles).Improvements will consist of new concrete pipe storm sewer system as well as new 30 “ curb and gutterwith 5’ sidewalks on both sides of the road. From West St. to Harrison Rd (0.51 miles), this alternativeproposes to add new 5’ sidewalk on both sides of SR 17.Estimated Property Impacts: 0.83 ac Estimated Total Cost: $4,000,000
Estimated ROW Cost: $551,625 Estimated CST Time: 18 MonthsRationale: This alternative addresses the areas of highest concern as well as additional areas of concern inthe project area that the programmed TIA budget does not cover.
Comments/additional information: None
Attachments:1. Concept Layout
Project Layout Sheet 1 Project Layout Sheet 2
2. Typical sections Typical Section #1-#2 Typical Section #3-#4
3. Construction Cost Estimate4. Preliminary ROW Cost Estimate5. Preliminary H&H Report6. Meeting Minutes
Kickoff Meeting with McDuffie County: 07-19-2016 Concept Review Meeting Minutes: 01-19-2017
SEWER
NEW STORM
McD
UFFIE S
T.
HA
LL S
T.
SR 17/MAIN STREET LE
E S
T.
HA
LL S
T.
CO
BB S
T.
Engineers Consultants Planners
W R Toole Engineers, Inc.1005 Broad St., Suite 200 Augusta, Ga. 30901 706.722.4114 www.wrtoole.com
PROJECT LAYOUT
Engineers Consultants Planners
W R Toole Engineers, Inc.1005 Broad St., Suite 200 Augusta, Ga. 30901 706.722.4114 www.wrtoole.com
SHEET 1 OF 2
PROJECT LAYOUT
SCALE: 1" = 200’
20+00
25+00
30+00
35+00
40+00
WHIT
EO
AK R
D.
WHIT
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AK R
D.
TO
M W
AT
SO
N W
AY
40+00
45+00
Drainage ImprovementsSR 17
STA: 16+51.21
BEGIN PROJECT
ELEMENTARY SCHOOL
R.L. NORRIS
BRICKYARD
THE
METHODIST CHURCH
FIRST UNITED
COURT HOUSE
McDUFFIE COUNTY
LIBRARY
McDUFFIE COUNTY
SEWER OUTLET
PROPOSED STORM
SEWER
NEW STORM
CURB & GUTTER
NEW 30"
SIDEWALK
NEW 5’
CURB & GUTTER
NEW 30"
SIDEWALK
NEW 5’
STA: 27+28.95
BEGIN CONSTRUCTION
GO
RD
ON S
T.
MATCH LINE SHEET 2
MP#
(HIGH
WAY)
SP
RIN
GFIE
LD S
T.
24" RCP
MP#
(HIGH
WAY)
TETE
SCALE IN FEET
0200 200
SCALE IN FEET
0
DEAN AVE.
SHEET 2 OF 2
W R Toole Engineers, Inc.W R Toole Engineers, Inc.
PROJECT LAYOUTPROJECT LAYOUT
SCALE: 1" = 200’
1005 Broad St., Suite 200 Augusta, Ga. 30901 706.722.4114 www.wrtoole.com
Engineers Consultants Planners
50+00
55+00
60+00
65+00
70+00
75+00
MATC
H LI
NE S
HEET 1
Drainage ImprovementsSR 17
CITY
CO
UNT
Y
COUNTY
CITY
COUNTY
COUNTY
CITY
CITY
COUNTY
COUNTY
CITY
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OR
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SR 17/MAIN ST.
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RTIN L
UT
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SR 17/MAIN ST.
SHOPPING CENTER
BI-LO
FIRE DEPARTMENT
GENERAL
DOLLAR
AREA
POSSIBLE DETENTION
AREA
POSSIBLE DETENTION
SEWER OUTLET
PROPOSED STORM
WALLGREENS
NEW 5’ SIDEWALK
STA: 78+10.67
END CONSTRUCTION
END PROJECT/
TE
200
SCALE IN FEET
0200
SCALE IN FEET
0 200200
SLOPE CUT FILL
SLOPE CONTROLS
4:1
2:1 OVER 10’
0-10’
ALL
REVISION DATES
10/31/2016
bbrewer
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gplotborder-v8i-PO.tbl
0011378_05-001.dgn
8:49:48 AM
GPLN10/23/2015
DRAWING No.CHECKED:
BACKCHECKED:
CORRECTED:
VERIFIED:
DATE:
DATE:
DATE:
DATE:
P.I. No.
TYPICAL SECTIONS
05-001
0011378
S.R. 17
ET(706) 722-4114
AUGUSTA, GA. 30901
SUITE 200
1005 BROAD STREET
W.R. TOOLE ENGINEERS, INC.
MAIN STREET
TYPICAL SECTION #2
STA: 30+50.00 TO STA: 32+25.00
S.R. 17
Profile Grade
Travel Lane
20’-0"
Travel Lane
20’-0"
TYPICAL SECTION #1
STA: 27+28.95 TO STA: 30+50.00
S.R. 17
CL
4:1 MAX
4:1 MAX
Shoulder
Varies
0’-6"
2’-6"
Sidewalk
5’-0"2’-0"
4:1 MAX
4:1 MAX
0’-6"
2’-6"
Sidewalk
5’-0" 2’-0"
Shoulder
Varies
2% 2%
Profile Grade
Travel Lane
20’-0"
Travel Lane
20’-0"
CL
Shoulder
Varies
0’-6"
Sidewalk
5’-0"2’-0"
0’-6"
2’-6"
Sidewalk
5’-0" 2’-0"
Shoulder
Varies
2% 2%
2’-6"2’-0"
2%
4:1 MAX
4:1 MAX
4:1 MAX
4:1 MAX
PAVEMENT MATERIAL SCHEDULE
AC A
C
B B
A
B
C A
B
C
C: CONCRETE SIDEWALK, 4 IN
B: 10" GRADED AGGREGATE BASE COURSE, INCL MATL
A: CONCRETE CURB & GUTTER, 8 IN X 30 IN, TP 2
SLOPE CUT FILL
SLOPE CONTROLS
4:1
2:1 OVER 10’
0-10’
ALL
REVISION DATES
10/31/2016
bbrewer
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gplotborder-v8i-PO.tbl
0011378_05-002.dgn
8:50:49 AM
GPLN10/23/2015
DRAWING No.CHECKED:
BACKCHECKED:
CORRECTED:
VERIFIED:
DATE:
DATE:
DATE:
DATE:
P.I. No.
TYPICAL SECTIONS
05-002
0011378
S.R. 17
MAIN STREET
TYPICAL SECTION #3
STA: 32+25.00 TO STA: 48+50.11
S.R. 17
Profile Grade
Travel Lane
20’-0"
Travel Lane
Varies
CL
Shoulder
Varies
0’-6"
Sidewalk
5’-0"2’-0"
0’-6"
2%
2’-6"2’-0"
2%
Sidewalk
5’-0" 2’-0"
2%
2’-0"
2%
2’-6"
Shoulder
Varies
TYPICAL SECTION #4
STA: 48+50.11 TO STA: 78+10.67
S.R. 17
Profile Grade
Travel Lane
Varies
CL
Shoulder
Varies
Sidewalk
5’-0"2’-0"
2%
2’-6"2’-0"
2%
Travel Lane
Varies
4:1 MAX
4:1 MAX
4:1 MAX
4:1 MAX
4:1 MAX
4:1 MAX
2:1
MAX
2:1 MAX
A
B
C
C
A
B
C
PAVEMENT MATERIAL SCHEDULE
C: CONCRETE SIDEWALK, 4 IN
B: 10" GR AGGR BASE CRS, INCL MATL
A: CONCRETE CURB & GUTTER, 8 IN X 30 IN, TP 2
ET(706) 722-4114
AUGUSTA, GA. 30901
SUITE 200
1005 BROAD STREET
W.R. TOOLE ENGINEERS, INC.
Item Number Quantity Units Unit Price Item Description Cost150-1000 1 LS $150,000.00 TRAFFIC CONTROL - $150,000.00205-001 910 CY $10.00 UNCLASS EXCAV $9,100.00206-002 1050 CY $5.00 BORROW EXCAV, INCL MATL $5,250.00207-0203 1200 CY $50.00 FOUND BKFILL MATL, TP 11 $60,000.00210-0100 1 LS $250,000.00 GRADING COMPLETE - $125,000.00310-1101 100 TN $25.00 GR AGGR BASE CRS, INCL MATL $2,500.00318-3000 60 TN $22.00 AGGREGATE SURFACE COURSE $1,320.00402-1801 25 TN $192.00 RECYCLED ASPH CONC PATCHING, INCL BITUM MATL $4,800.00402-1812 10 TN $85.00 RECYCLED ASPH CONC LEVELING, INCL BITUM MATL & H LIME $850.00413-1000 25 GL $4.00 BITUM TACK COAT $100.00441-0018 600 SY $52.00 DRIVEWAY CONCRETE, 8 IN TK $31,200.00441-0104 3400 SY $35.00 CONC SIDEWALK, 4 IN $119,000.00441-4030 310 SY $50.00 CONCRETE VALLEY GUTTER, 8 IN $15,500.00441-6012 3810 LF $17.00 CONC CURB & GUTTER, 6 IN X 30 IN, TP 2 $64,770.00500-3900 13 CY $1,105.00 CLASS B CONCRETE, INCL REINF STEEL $14,365.00500-9999 82 CY $250.00 CLASS B CONC, BASE OR PVMT WIDENING $20,500.00603-2182 50 SY $45.00 STN DUMPED RIP RAP, TP 3, 24 IN $2,250.00603-7000 50 SY $3.00 PLASTIC FILTER FABRIC $150.00643-8200 250 LF $1.43 BARRIER FENCE (ORANGE), 4 FT $357.50
Section Sub Total $627,012.50
Item Number Quantity Units Unit Price Item Description Cost550-1180 1700 LF $32.00 STORM DRAIN PIPE, 18 IN, H 1-10 (R.C.P.) $54,400.00550-1240 980 LF $45.00 STORM DRAIN PIPE, 24 IN, H 1-10 (R.C.P.) $44,100.00550-1300 1100 LF $55.00 STORM DRAIN PIPE, 30 IN, H 1-10 (R.C.P.) $60,500.00550-1360 1164 LF $85.00 STORM DRAIN PIPE, 36 IN, H 1-10 (R.C.P.) $98,940.00550-1420 400 LF $100.00 STORM DRAIN PIPE, 42 IN, H 1-10 (R.C.P.) $40,000.00611-3021 1 EA $2,758.00 RECONSTRUCT MANHOLE, TYPE 1 $2,758.00668-1100 33 EA $2,250.00 CATCH BASIN, GP 1 $74,250.00668-1110 15 EA $245.00 CATCH BASIN, GP 1, ADDL DEPTH $3,675.00668-1200 20 EA $2,930.00 CATCH BASIN, GP 2 $58,600.00668-1210 20 LF $400.00 CATCH BASIN, GP 2, ADDL DEPTH $8,000.00668-2100 4 EA $1,800.00 DROP INLET, GP 1 $7,200.00668-2110 5 LF $195.00 DROP INLET, GP 1, ADDL DEPTH $975.00668-4300 3 EA $1,950.00 STORM SEWER MANHOLE, TP 1 $5,850.00668-4311 2 LF $225.00 STORM SEWER MANHOLE, TP 1, ADDL DEPTH $450.00999-3110 1 EA $175,000.00 DETENTION POND (INCL ROW) $175,000.00
Section Sub Total $634,698.00
Item Number Quantity Units Unit Price Item Description Cost700-6910 2.5 AC $2,000.00 PERMANENT GRASSING $5,000.00700-7000 5 TN $95.00 AGRICULTURAL LIME $475.00700-8000 1 TN $600.00 FERTILIZER MIXED GRADE $600.00700-8100 250 LB $3.00 FERTILIZER NITROGEN CONTENT $750.00716-2000 1000 SY $1.25 EROSION CONTROL MATS, SLOPES $1,250.00
Section Sub Total $8,075.00
Item Number Quantity Units Unit Price Item Description Cost163-0232 2.5 AC $2,000.00 TEMPORARY GRASSING $5,000.00163-0240 25 TN $300.00 MULCH $7,500.00163-0300 3 EA $1,500.00 CONSTRUCTION EXIT $4,500.00163-0530 50 LF $4.00 CONSTRUCT AND REMOVE BALED STRAW EROSION CHECK $200.00163-0531 5 EA $15,000.00 CONSTRUCT AND REMOVE SEDIMENT BASIN COMPLETE (GA CONST DET-22) $75,000.00165-0010 13500 LF $1.00 MAINTENANCE OF TEMPORARY SILT FENCE, TP A $13,500.00163-0550 57 EA $200.00 CONSTRUCT AND REMOVE INLET SEDIMENT TRAP $11,400.00165-0041 100 LF $7.00 MAINTENANCE OF EROSION CONTROL CHECK DAMS ALL TYPES $700.00165-0070 100 LF $1.00 MAINTENANCE OF BALED STRAW EROSION CHECK $100.00165-0101 3 EA $550.00 MAINTENANCE OF CONSTRUCTION EXIT $1,650.00165-0105 57 EA $50.00 MAINTENANCE OF INLET SEDIMENT TRAP $2,850.00167-1000 5 EA $400.00 WATER QUALITY MONITORING AND SAMPLING $2,000.00167-1500 24 MO $1,200.00 WATER QUALITY INSPECTIONS $28,800.00171-0010 13500 LF $3.00 TEMPORARY SILT FENCE, TYPE A $40,500.00
Section Sub Total $193,700.00
Item Number Quantity Units Unit Price Item Description CostWATER AND SEWER
660-0808 250 LF $110.00 SAN SEWER PIPE, 8 IN, DUCTILE $27,500.00670-1080 505 LF $35.00 WATER MAIN, 8 IN $17,675.00670-2080 6 EA $1,800.00 GATE VALVE, 8 IN $10,800.00670-4000 3 EA $4,500.00 FIRE HYDRANT $13,500.00670-5000 200 LF $30.00 WATER SERVICE LINE - 1.25 IN $6,000.00670-9730 12 EA $600.00 RELOCATE WATER METER, INCL BOX $7,200.00
Section Sub Total $82,675.00
Estimated Cost $1,546,160.5010% CONTINGENCY $154,616.05
TOTAL ESTIMATED CONSTRUCTION COST $1,700,776.55
DATE: October 27, 2016
SR 17 DRAINAGE IMPROVEMENT
Section 1 - ROADWAY
Section 3 - EROSION CONTROL
Section 4 - TEMPORARY EROSION CONTROL
OPINION OF PROBABLE CONSTRUCTION COST
Section 2 - DRAINAGE
Summary
Section 6 - UTILITY
Summaryof Costs
$1,700,776.55
$525,000.00
$149,208.00
$125,000.00
$2,499,984.55
ROW (Including Acquisition Services)
Construction Cost Estimate (Includes 10% Contingency)
Total Project Cost
SR 17 DRAINAGE IMPROVEMENTOPINION OF PROBABLE CONSTRUCTION COST
DATE: October 27, 2016
PE (Engineering - Surveying - Environmental)
Risk
Phase / Service
PI No. 0011378
Project Name: State Route 17 Drainage Improvements
Date: Enter Date of Estimate (D 10/18/2016
Land and Improvements Agriculture Residential Commercial Industrial NotesEstimate ($/ac) $0 $27,000 $72,000 $0 Enter Cost / AcreFee Simple Area (ac) 0.00 0.00 0.16 0.00 Enter AcreageFee Simple Estimate $0 $0 $11,520 $0 CALCULATED FIELDPerm Easement Area (ac) 0.00 0.00 0.00 0.00 Enter AcreagePerm Easement Factor 0% 50% 50% 0% Adjust Percentage as AppropriatePerm Easement Estimate $0 $0 $0 $0 CALCULATED FIELDTemp Easement Area (ac) 0.00 0.00 0.54 0.00 Enter AcreageTemp Easement Factor 0% 25% 25% 0% Adjust Percentage as AppropriateTemp Easement Estimate $0 $0 $9,720 $0 CALCULATED FIELDCity Land Available for Swap (ac) 0.00 0.00 0.00 0.00 Enter Acreage (If required)City Land Available for Swap Estimat $0 $0 $0 $0 Enter Estimated Value (If required)Proximity Damages $0 $0 $0 $0 Enter Fees and Provide Notes as AppropriateConsequential Damages $0 $0 $0 $0 Enter Fees and Provide Notes as AppropriateCost to Cures $0 $0 $0 $0 Enter Fees and Provide Notes as AppropriateImprovements $0 $0 $0 $0 Enter Fees and Provide Notes as AppropriateTrade Fixtures $0 $0 $0 $0 Enter Fees and Provide Notes as Appropriate
PROPERTY TYPE TOTALS $0 $0 $21,240 $0 CALCULATED FIELD
$21,240CALCULATED FIELD
Relocation Quantity Estimated Cost TotalsResidential Tenant (Qty of Tenants) 0 $30,000 $0 Adjust Qty / Costs as requiredResidential Owner 0 $50,000 $0 Adjust Qty / Costs as requiredBusiness Displacement (Qty) 0 $45,000 $0 Adjust Qty / Costs as requiredPro Rata Taxes 0 $1,000 $0 Adjust Qty / Costs as requiredProp Pin Replacement 0 $1,250 $0 Adjust Qty / Costs as required
PROPERTY TYPE TOTALS 0 $0 CALCULATED FIELD
$0 CALCULATED FIELD
Valuation Services Agriculture Residential Commercial IndustrialAppraisals (# of Parcels) 0 0 7 0 Adjust Parcels as requiredEstimated Fee ( per Parcel) $0 $1,500 $1,500 $0 Enter Estimated Fee per ParcelTotal Appraisals $0 $0 $10,500 $0 CALCULATED FIELDSpecialty Reports $0 $0 $0 Enter Estimated Costs and Provide NotesEstimated Fees $0 $0 $0 Enter Estimated Fees and Provide Notes
PROPERTY TYPE TOTALS $0 $0 $10,500 $0 CALCULATED FIELD
$10,500 CALCULATED FIELD
Legal Services Parcels Estimated Fees TotalsMeeting with Attorney 12 $125 $1,500 Adjust Parcels / Fees as required (using best judgement)Preliminary Titles 12 $200 $2,400 Adjust Parcels / Fees as requiredClosing and Final Title 12 $300 $3,600 Adjust Parcels / Fees as requiredRecording Fees 12 $50 $600 Adjust Parcels / Fees as requiredCondemnation 1 $30,000 $30,000 Adjust Parcels / Fees as required
$38,100 CALCULATED FIELD
Administrative Parcels Man Hours/Parcel TotalsPre‐Acquisition 6 40 $12,000 Adjust Parcels / Fees as requiredAcquisition 8 100 $40,000 Adjust Parcels / Fees as requiredAdministrative Appeals 1 50 $2,500 Calculates as 15% of Acq Parcel Count (Adjust if Necessary)
$54,500 CALCULATED FIELD
ContingencyOverall Contingency 20% $24,868 Enter Percentage for Contingency (Default = 20%)
$149,208 CALCULATED FIELD
Updated 23Jan2015
Preliminary ROW Cost Estimate
Total Estimated Costs
Land and Improvements
Sub Total
Valuation Services Sub Total
Legal Services Sub Total
Administrative Sub Total
Relocation Sub Total
PI 0011378: STATE ROUTE 17 DRAINAGE
IMPROVEMENT – HYDROLOGY AND HYDRAULICS REPORT
Prepared for:
Georgia Department of Transportation
Prepared by:
W.R.TOOLEENGINEERS,INC.1005 Broad Street, Suite 200 · Augusta, Georgia 30901
Phone: 706.722.4114 · Fax: 706.722.6219 · www.wrtoole.com
Submitted:November11,2016
2
TABLE OF CONTENTS SECTION _____ PAGE Project Background 3 Project Area 3 Existing Conditions 4 Methodology & Approach 4 Existing Hydrologic Calculations 5-7 Proposed Conditions 7 Proposed Hydrologic Calculations 8 Proposed Hydraulic Calculations 8 Appendix A –Maps:
Drainage Area Map Drainage Layout #1 and #2
Appendix B – Hydrologic and Hydraulic Calculations:
NRCS Soil Surveys Time of Concentration Worksheets Composite Curve Number Worksheets Composite Rational C Worksheets PondPack Master Network Summary PondPack Detention Pond Master Summary
Appendix C – Hydraulic Calculations:
StormCAD Inlet Reports Proposed Water Surface Profiles
3
Project Background
The State Route 17 drainage improvement project is located within the city of Thomson, Georgia. The project consists of improving the stormwater collection system, curbing, and sidewalks along State Route 17 from Tom Watson Way/Gordon Street to Harrison Road. The distance is 0.96 miles. Project Area
The project area consists of the State Route 17 corridor, which is densely developed with commercial properties in Thomson, GA. The contributing drainage basin is approximately 106-acres and spans east from State Route 17 to encompass the nearby properties. The western section of the drainage basin is predominately commercial in nature, while the eastern portion is predominately residential. Major roadways in the project area include State Route 17, Tom Watson Way/Gordon Street, and Harrison Road.
Figure 1 – Project Area
4
Existing Conditions
The drainage basin contributing to the project area includes 106-acres of commercial and residential properties. State Route 17, Harrison Road, and Tom Watson Way/Gordon Street are in the drainage basin. There is one school, R.L. Norris Elementary, and a high school football stadium. Within the project study two (2) primary outfalls were identified with project area, and are further described below. Delineation of each of the basins is also shown in the drainage area map located in Appendix A. Basin 1: This basin encompasses approximately 43.99-acres along State Route 17 beginning at Tom Watson Way/Gordon Street and ending past Lee Street. The basin is characterized as being both commercial in the area around State Route 17, and residential in the eastern section of the basin. The current road consists of asphalt paved road and urban shoulders with header curb. Surface water runoff is collected through a series of existing grate inlets, and routed through an enclosed pipe storm sewer system discharges to a tributary of Todd’s Brook. The storm sewer system is composed of 15-inch to 24-inch reinforced concrete pipe (RCP) as well as 30-inch corrugated metal pipe (CMP) with slopes that vary from 0.5% to 2.5%. Basin 2: This basin encompasses approximately 67.90-acres along State Route 17 and drains to the culvert under State Route 17 that discharges to a tributary to Todd’s Brook. The basin is characterized as being residential east of Dean Ave., and entirely commercial to the west of Dean Ave. with asphalt paved road and a combination of curb and gutter and road side ditches. Surface water runoff is collected through a series of existing catch basins at the existing roadside ditches on State Route 17 and routed to an existing concrete box culvert under State Route 17. The existing storm sewer system is composed of 15-inch to 36-inch reinforced concrete pipe (RCP) and corrugated plastic pipe (CPP) with slopes that vary from 0.5% to 2%. Methodology & Approach
For the purpose of calculating peak flows introduced to the storm sewer system, WRTE utilized multiple approaches given the system layout. First, peak flows were calculated by routing hydrographs through sub-basins using the stormwater modeling software, PondPack, by Haestad Methods. WRTE then utilized the hydraulic modeling software, StormCAD, by Bentley, for modified rational methods calculations.
5
Existing Hydrologic Calculations
Each of the two (2) drainage basins were further delineated using catch basins and drop inlets along the storm sewer system as outfall points. Peak flows were calculated for each sub-basin using contributing area, time of concentration, and Manning’s runoff coefficients as input data. WRTE utilized two methods for peak flow calculations, the Soil Conservation Service (SCS) method and the Rational Method. The Georgia Stormwater Manual was used as a reference. SCS Method
The first method used to calculate peak flows in each of the sub-basins was the Soil Conservation Service (SCS) method. To establish these flows, WRTE utilized the stormwater modeling program PondPack, by Haestad Methods. This method uses SCS synthetic rainfall distributions to generate hydrographs within a basin given the area, time of concentration (Tc), and curve number (CN). The time of concentration (Tc) for each contributing area was calculated using the TR-55 Method. This method calculates total travel time, which includes sheet flow, shallow concentrated flow, and channel flow to the noted outfall points. Detailed time of concentration calculations for each of the basins can be found in Appendix B. The curve number (CN) was calculated based on land use and soil conditions of a given area. Soil survey maps for Thomson, GA were used to delineate the soil types in the contributing drainage area. The hydrologic grouping of each soil type was taken from the engineering properties tables found in the soil survey. The soil survey for each basin can be found in Appendix B. Basin area, time of concentration (Tc) and composite curve number (CN) for the sub-basins are summarized in the following table:
Basin Basin Area
(acres) CN
Tc (min)
1 43.16 77.00 38.282 67.90 77.00 39.42
Table #1 – SCS Basin Data A type II synthetic rainfall event was used for calculations. Specific rainfall data (below) for the Thomson, Georgia area was taken from the Georgia Stormwater Manual.
Frequency (years)
24-hour Rainfall Depth (inches)
10 5.17 25 6.25 50 7.16 100 8.13
Table #2 – Thomson, GA 24-hour Rainfall Depths The hydrologic data in Tables 1 and 2 was input into a PondPack model for hydrograph routing and peak flow calculations. The table below shows the peak flows routed through the existing sub-basins for each storm event. Refer to Appendix B, for the PondPack summary and hydrograph report.
6
Basin Q10, (cfs) Q25, (cfs) Q50, (cfs) Q100, (cfs)
1 86.73 116.50 142.10 169.68 2 132.57 178.23 217.53 259.88
Table #3 –Existing SCS Peak Flows
Rational Method
The second method used to determine basin peak flows was the Rational Method. This method uses established land use coefficients, rainfall intensity, and drainage area as input data. The time of concentration (Tc) for each contributing area that was calculated the SCS method was used to establish rainfall intensity. Composite runoff coefficients were calculated based on site observations and USGS quad maps, and are attached in Appendix B of this report. Hydrologic data used for Rational Method calculations are summarized in the table below:
Basin Basin Area
(acres) Composite Rational C
Tc (min)
1 43.17 0.60 38.302 67.90 0.65 39.42
Table #4 – Rational Basin Data To calculate the existing condition peak flows, the data in Table #4 was used as input into the Rational Method. The table below shows the existing condition peak flows for each basin outfall for each storm event:
Basin Q10,
(cfs) Q25,
(cfs) Q50,
(cfs) Q100,
(cfs) 1 98.93 128.82 163.68 169.662 157.13 204.79 260.23 266.85
Table #5 – Existing Rational Peak Flows
7
Existing Hydrologic Results
The table below shows a side-by-side comparison of the SCS Method and Rational Method results:
Basin SCS Method Rational Method
Q10,
(cfs) Q25,
(cfs) Q50,
(cfs) Q100,
(cfs) Q10,
(cfs) Q25,
(cfs) Q50,
(cfs) Q100,
(cfs) 1 86.73 116.50 142.10 169.68 98.93 128.82 163.68 169.662 132.57 178.23 217.53 259.88 157.13 204.79 260.23 266.85
Table #6 – Results Summary
Proposed Conditions
Drainage and shoulder improvements are proposed along the entire length of State Route 17 from the Tom Watson Way/Gordon Street to Harrison Road for approximately 0.96 miles. Proposed improvements include new stormsewer system, curb & gutter, and sidewalk. As a result of the new curb & gutter and sidewalk, the proposed conditions include additional impervious area for the entire length of the project. The additional impervious areas calculated for each basin are summarized in the following table:
Table #7 – Added Impervious Area
Basin Basin Area
(acres) Added Impervious
Area (acres)
Percent Impervious
Increase (%) 1 43.17 0.04 0.1 2 67.90 0.29 0.42
8
Proposed Hydrologic Calculations
As a result of the minimal additional impervious area in each sub-basin the composite curve number (CN) was not increased. The existing and proposed hydrologic calculations will be the same.
Proposed Hydraulic Calculations
New Storm Sewer System Beginning at each basin’s outfall point and extending upstream into each area’s proposed condition closed pipe system improvements were developed. Proposed improvements were evaluated based on hydraulic grade line conditions. Inlet locations were established based upon inlet hydraulics and site observations of localized flooding. The hydraulic modeling program StormCAD, by Bentley was used to generate the hydraulic grade line within the proposed storm sewer systems, using the proposed hydrologic data for each sub basin. The system was designed using a 25 year design storm. StormCAD reports and hydraulic grade line exhibits for the proposed improvements are attached in Appendix C of this report. Specific improvements to each sub basin are listed below: Basin 1: Storm system improvements within Basin 1 include proposed Storm Lines “A”, “B”, and “C”. The proposed storm sewer system starts at an existing catch basin near Tom Watson and extends approximately 1500 LF of reinforced concrete pipe north along State Route 17. The proposed pipe diameters range from 18-inches to 42-inches with slopes that vary from 0.50% to 2.00%. Due to topography there is no room for detention in this basin. Basin 2: Storm system improvements within Basin 2 include proposed Storm Lines “D” and “E”. The proposed storm sewer system starts at an existing storm sewer manhole on State Route 17 and extends north approximately 300 LF of reinforced concrete pipe to an existing culvert. The proposed pipe diameters range from 18-inches to 36-inches with slopes that vary from 0.50% to 1.00%. We have identified two possible areas near the existing outlet for detention.
Appendix A
30+00
PROJECT LAYOUTPROJECT LAYOUT
SCALE: 1" = 800’
Drainage ImprovementsSR 17 W R Toole Engineers, Inc.W R Toole Engineers, Inc.
Engineers Consultants PlannersEngineers Consultants Planners
1005 Broad St., Suite 200 Augusta, Ga. 30901 706.722.4114 www.wrtoole.com
CB-124
CB-126
CB-127
CB-128
CB-129
CO-124
CO-125
O-8
CO-130
CO-132
MH-26
CO-133
CO-134
CM-77
CM-78
CB-132
CO-136
CM-79
CB-134
CM-80
CO-137
CM-81
CM-82
CM-83
CB-135
CB-137
CB-139
800 1600
SCALE IN FEET
0 400
TODDS BROOK BRANCH
OUTFALL #2
10+0
0
20+00
40+00
50+00
60+00
70+00
80+00
BASIN #2
BASIN #1
TODDS BROOK BRANCH
OUTFALL #1
TETE
Engineers Consultants Planners
W R Toole Engineers, Inc.1005 Broad St., Suite 200 Augusta, Ga. 30901 706.722.4114 www.wrtoole.com
Engineers Consultants Planners
W R Toole Engineers, Inc.1005 Broad St., Suite 200 Augusta, Ga. 30901 706.722.4114 www.wrtoole.com
SHEET 1 OF 2
SCALE: 1" = 100’
Drainage ImprovementsSR 17
MATC
H LI
NE S
HEET 2
DRAINAGE LAYOUT
50’ R
/W
GO
RD
ON
ST
40’ R
/W
TO
M
WA
TS
ON
ST
50’ R
/W
SP
RIN
GFIE
LD
ST
R/W VARIES
MAIN ST
ELEMENTARY SCHOOL
R.L. NORRIS
BRICKYARD
THE
STRUCTURE A-4
STORM LINE "A"
STRUCTURE B-1
TO OUTLET
STORM LINE "B"
TETE
SCALE IN FEET
0100 100
SCALE IN FEET
0
Engineers Consultants Planners
W R Toole Engineers, Inc.1005 Broad St., Suite 200 Augusta, Ga. 30901 706.722.4114 www.wrtoole.com
Engineers Consultants Planners
W R Toole Engineers, Inc.1005 Broad St., Suite 200 Augusta, Ga. 30901 706.722.4114 www.wrtoole.com
SHEET 1 OF 2
SCALE: 1" = 100’
Drainage ImprovementsSR 17
MATC
H LI
NE S
HEET 1
DRAINAGE LAYOUT
50’ R
/W
LE
E
ST
35’ R
/W
WE
ST
ST
DEAN ST
30’ R/
W
LES
LIE S
T
R/W
VARIES
VILOLA AVERY ST
2 - 30" RCP
BASIN 1 OUTFALL
STORM LINE "A"
STORM LINE "B"
STORM LINE "C"
AND 36" RCP
3’X4’ CONCRETE BOX CULVERT
BASIN 2 OUTFALL
STORMLINE "D"
STORM LINE "E"
POSSIBLE DETENTION AREAS
TETE
SCALE IN FEET
0100 100
SCALE IN FEET
0
Appendix B
Hydrologic Soil Group—Columbia, McDuffie, and Warren Counties, Georgia
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
8/15/2016Page 1 of 4
3703
400
3703
700
3704
000
3704
300
3704
600
3704
900
3705
200
3705
500
3705
800
3706
100
3706
400
3703
400
3703
700
3704
000
3704
300
3704
600
3704
900
3705
200
3705
500
3705
800
3706
100
3706
400359500 359800 360100 360400 360700 361000 361300 361600
359500 359800 360100 360400 360700 361000 361300 361600
33° 29' 17'' N82
° 3
0' 4
9'' W
33° 29' 17'' N
82° 2
9' 1
7'' W
33° 27' 36'' N
82° 3
0' 4
9'' W
33° 27' 36'' N
82° 2
9' 1
7'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS840 500 1000 2000 3000
Feet0 200 400 800 1200
MetersMap Scale: 1:15,300 if printed on A portrait (8.5" x 11") sheet.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)Area of Interest (AOI)
SoilsSoil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating LinesA
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating PointsA
A/D
B
B/D
C
C/D
D
Not rated or not available
Water FeaturesStreams and Canals
TransportationRails
Interstate Highways
US Routes
Major Roads
Local Roads
BackgroundAerial Photography
The soil surveys that comprise your AOI were mapped at 1:20,000.
Please rely on the bar scale on each map sheet for mapmeasurements.
Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: http://websoilsurvey.nrcs.usda.govCoordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if more accuratecalculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as ofthe version date(s) listed below.
Soil Survey Area: Columbia, McDuffie, and Warren Counties,GeorgiaSurvey Area Data: Version 8, Sep 24, 2015
Soil map units are labeled (as space allows) for map scales 1:50,000or larger.
Date(s) aerial images were photographed: Feb 28, 2010—Apr 3,2011
The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minor shiftingof map unit boundaries may be evident.
Hydrologic Soil Group—Columbia, McDuffie, and Warren Counties, Georgia
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
8/15/2016Page 2 of 4
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Columbia, McDuffie, and Warren Counties, Georgia (GA628)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
AkA Altavista sandy loam, 0to 2 percent slopes
C 317.6 40.5%
AmB Appling sandy loam, 2 to6 percent slopes
B 288.9 36.8%
AmC Appling sandy loam, 6 to10 percent slopes
B 10.7 1.4%
CK Chewacla and Congareesoils
B/D 2.5 0.3%
GeB Grover sandy loam, 2 to6 percent slopes
B 95.1 12.1%
HeB Helena loamy coarsesand, 2 to 6 percentslopes
D 3.2 0.4%
MdB Madison sandy loam, 2to 6 percent slopes
B 8.0 1.0%
NhB Norfolk loamy sand, 2 to6 percent slopes
B 15.8 2.0%
WaB Wagram loamy sand, 2to 6 percent slopes
B 13.1 1.7%
Wo Worsham sandy loam D 29.8 3.8%
Totals for Area of Interest 784.8 100.0%
Hydrologic Soil Group—Columbia, McDuffie, and Warren Counties, Georgia
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
8/15/2016Page 3 of 4
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils areassigned to one of four groups according to the rate of water infiltration when thesoils are not protected by vegetation, are thoroughly wet, and receive precipitationfrom long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) andthree dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughlywet. These consist mainly of deep, well drained to excessively drained sands orgravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. Theseconsist chiefly of moderately deep or deep, moderately well drained or well drainedsoils that have moderately fine texture to moderately coarse texture. These soilshave a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consistchiefly of soils having a layer that impedes the downward movement of water orsoils of moderately fine texture or fine texture. These soils have a slow rate of watertransmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) whenthoroughly wet. These consist chiefly of clays that have a high shrink-swellpotential, soils that have a high water table, soils that have a claypan or clay layerat or near the surface, and soils that are shallow over nearly impervious material.These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter isfor drained areas and the second is for undrained areas. Only the soils that in theirnatural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Columbia, McDuffie, and Warren Counties, Georgia
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
8/15/2016Page 4 of 4
TR-55 Method
Basin 1 Area = 43.16 acres Basin 2 Area = 67.90 acres
SHEET FLOW SHEET FLOWMannings (n)= 0.8 Mannings (n)= 0.15Flow length (L<300)= 100 ft Flow length (L<300)= 75 ft2 yr 24 hr rainfall (P2)= 3.65 in 2 yr 24 hr rainfall ( 3.65 inLand slope (s)= 0.0200 ft/ft Land slope (s)= 0.0500 ft/ftTt= 0.58 hr Tt= 0.08 hr
SHALLOW CONCENTRATED FLOW SHALLOW CONCENTRATED FLOWsegment 1 segment 1
surface decription= unpaved surface decription=unpavedFlow length, L= 450 ft Flow length, L= 25 ftslope, s= 0.0200 ft/ft slope, s= 0.0150 ft/ftAvg. Vel., V= 2.281126 ft/s Avg. Vel., V= 1.9755 ft/sTt= 0.055 hr Tt= 0.004 hr
CHANNEL FLOW segment 1 CHANNEL FLOWegment 1
Cross sec flow area= 14.8 ft2 Cross sec flow are 17.5 ft2
Wetted perimeter= 1.30 ft Wetted perimeter= 9.20 ftHydraulic radius= 11.38 ft Hydraulic radius= 1.90 ftChannel slope= 0.0050 ft/ft Channel slope= 0.0170 ft/ftMannings= 0.024 Mannings= 0.41V= 22.22 ft/s V= 0.73 ft/sFlow length= 734 ft Flow length= 1500 ftTt= 0.0092 hr Tt= 0.5728 hr
Total Tt= 0.65 hr Total Tt= 0.66 hr38.8 min 39.6 min
* Use 5 minute min. time of concentration
Drainage Basin 1 (Lee St. Outfall)
A B C D A B C D A B C D
Open Space (Good Condition) 10.31 39 61 74 80 9.48 0.83 0 9.48 184.77 50.76 0 379.02 60
Impervious Area (All Conditions CN=98) 16.78 98 98 98 98 11.74 1.68 0 3.36 1150.93 164.42 0 328.84 98
Wood or Forest Land (Good Cover) 6.38 25 55 70 77 0 6.38 0 0 0 351 0 0 55
Residential District (1/4 Acre Avg) 9.70 61 75 83 87 9.70 0 0 9.70 295.80 0 0 421.88 74
43.16
77.09
Drainage Basin 2 (Culvert Outfall)
A B C D A B C D A B C D
Open Space (Good Condition) 4.31 39 61 74 80 2.76 1.55 0 2.76 53.83 94.38 0 110.41 60
Impervious Area (All Conditions CN=98) 10.07 98 98 98 98 6.55 2.01 0 1.51 641.77 197.47 0 148.10 98
Wood or Forest Land (Good Cover) 1.76 25 55 70 77 1.76 0 0 1.76 21.98 0 0 67.71 51
Residential District (1/4 Acre Avg) 51.76 61 75 83 87 27.73 24.03 0 27.73 845.65 1802.46 0 1206.09 74
67.90
76.43
Existing Conditions ‐ Composite CN
Cover Type and Hydrolic Condition Area (Acres)Area*Curve Number CNCOMPOSITE
Curve Number (By Soil Group) Area (By Soil Group) AcresCNCOMPOSITE*Area
614.55
1644.19
350.70
717.69
Total Area (Acres) =
CNWEIGHTED =
Cover Type and Hydrolic Condition Area (Acres)Curve Number (By Soil Group)
3854.20
Total Area (Acres) =
CNWEIGHTED =
Area*Curve NumberCNCOMPOSITE CNCOMPOSITE*Area
258.61
987.34
89.69
Area (By Soil Group) Acres
Existing Conditions ‐ Composite C
Land Use Type Area (Acres) C C*Area
Residential 22.17 0.6 13.30 Total Area = 43.17
Impervious 13.05 0.95 12.40 CWEIGHTED = 0.64
Parks, Cemetaries 7.95 0.25 1.99
Land Use Type Area (Acres) C C*Area
Residential 50.56 0.6 30.34 Total Area = 67.91
Impervious 13.35 0.95 12.68 CWEIGHTED = 0.65
Parks, Cemetaries 4 0.25 1.00
Drainage Basin 1 (Lee St. Outfall)
Drainage Basin 2 (Culvert Outfall)
Subsection: Master Network Summary
Catchments Summary
Peak Flow(ft³/s)
Time to Peak(hours)
HydrographVolume(ac-ft)
ReturnEvent
(years)
ScenarioLabel
87.0012.2509.88910Pre-Development 10-Year Event
Basin 1
116.7912.25013.22325Pre-Development 25-Year Event
Basin 1
142.4012.25016.12650Pre-Development 50-Year Event
Basin 1
170.0012.25019.287100Pre-Development 100-Year Event
Basin 1
129.9212.25015.21710Pre-Development 10-Year Event
Basin 2
175.3512.25020.41725Pre-Development 25-Year Event
Basin 2
214.5012.25024.95150Pre-Development 50-Year Event
Basin 2
256.7612.25029.894100Pre-Development 100-Year Event
Basin 2
Node Summary
Peak Flow(ft³/s)
Time to Peak(hours)
HydrographVolume(ac-ft)
ReturnEvent
(years)
ScenarioLabel
87.0012.2509.88910Pre-Development 10-Year Event
O-1
116.7912.25013.22325Pre-Development 25-Year Event
O-1
142.4012.25016.12650Pre-Development 50-Year Event
O-1
170.0012.25019.287100Pre-Development 100-Year Event
O-1
129.9212.25015.21710Pre-Development 10-Year Event
O-2
175.3512.25020.41725Pre-Development 25-Year Event
O-2
214.5012.25024.95150Pre-Development 50-Year Event
O-2
256.7612.25029.894100Pre-Development 100-Year Event
O-2
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Bentley Systems, Inc. Haestad Methods SolutionCenter0011378_PONDPAK.ppc
Appendix C
FlexTable: Catch Basin TableSpread / Top
Width(ft)
Headloss Coefficient (Standard)
Hydraulic Grade Line
(In)(ft)
Capture Efficiency
(Calculated)(%)
Flow (Total Out)(cfs)
Flow (Captured)
(cfs)
Intercepted Tc(min)
Inlet CInlet Drainage
Area(acres)
Elevation (Invert)
(ft)
Elevation (Ground)
(ft)
Label
10.50.000528.0442.92.042.045.0000.9500.512526.94531.11A-1 (EXIST)
8.30.800527.9751.63.291.325.0000.9500.277527.07530.79A-2 (EXIST)
7.40.500526.8790.14.821.665.0000.9500.064525.85529.50A-39.40.000526.5646.91.661.665.0000.9500.380526.01528.01A-3B6.30.500524.3098.47.411.215.0000.9500.113523.00526.29A-48.81.000518.6287.623.901.525.0000.9500.185516.22522.57A-54.30.800518.9199.75.882.065.0000.9500.138516.71522.06A-5A5.90.000523.5083.63.993.995.0000.9500.514522.74525.74A-5B
(N/A)0.500521.45100.010.9610.967.5050.5172.504519.80522.37A-5B (EXIST)
5.20.700517.4498.525.060.985.0000.5010.159515.18520.72A-65.30.000517.70100.00.760.765.0000.9500.081517.38520.13A-6A5.70.700516.84100.026.710.895.0000.5670.159514.06518.81A-73.90.000516.85100.01.511.515.0000.9500.163515.13518.13A-7A
10.61.000516.0999.032.811.075.0000.4240.262513.11517.11A-8
(N/A)0.500518.14100.06.796.795.0000.9500.730516.80518.80A-8B (EXIST)
14.10.800515.0184.534.141.955.0000.6950.341512.46516.44A-910.90.500513.93100.035.131.665.0000.3140.424511.59515.76A-105.90.500512.92100.035.030.395.0000.9500.042510.58515.60A-117.20.500511.77100.035.050.555.0000.9500.059509.57515.25A-125.90.500511.38100.035.120.455.0000.9500.048508.91515.00A-13
18.30.500511.27100.035.170.465.0000.9500.050508.06515.06A-1411.30.500511.10100.035.070.415.0000.9500.044507.69514.99A-1551.51.000510.92100.060.740.505.0000.9500.054507.32514.65A-16
(N/A)0.500509.71100.061.891.946.9530.2500.885506.82511.04A-16A(N/A)0.500509.12100.062.050.595.0000.6000.100506.58510.58A-16B
3.40.800513.39100.06.790.795.0000.7400.109511.51516.30B-12.50.500512.98100.07.170.405.0000.9500.043511.24515.75B-24.00.500512.47100.08.241.005.0000.9500.107510.25515.10B-3
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11/7/2016
Bentley StormCAD V8i (SELECTseries 3)[08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center0011378_StormCAD.stsw
FlexTable: Catch Basin TableSpread / Top
Width(ft)
Headloss Coefficient (Standard)
Hydraulic Grade Line
(In)(ft)
Capture Efficiency
(Calculated)(%)
Flow (Total Out)(cfs)
Flow (Captured)
(cfs)
Intercepted Tc(min)
Inlet CInlet Drainage
Area(acres)
Elevation (Invert)
(ft)
Elevation (Ground)
(ft)
Label
7.30.500512.4777.40.360.365.0000.2500.191510.53515.25B-3A4.00.500513.64100.013.371.635.0000.6000.277512.03515.01B-4A4.10.600513.65100.01.771.775.0000.6000.302512.37515.00B-4B
10.90.500512.25100.012.461.165.0000.9500.125509.52514.60B-54.30.500512.11100.012.710.635.0000.9500.068509.00514.74B-63.80.500511.83100.018.130.565.0000.9500.060508.68514.56B-74.00.500511.57100.018.360.655.0000.9500.070508.30514.47B-88.80.600511.31100.022.085.305.0000.4291.263507.94514.10B-94.80.700511.14100.025.611.085.0000.9500.116507.57513.71B-102.70.500511.17100.03.600.715.0000.9500.076508.52513.92B-115.10.500511.20100.03.271.205.0000.9500.130508.94513.73B-125.40.500511.26100.02.351.425.0000.9500.153509.43513.53B-134.70.000511.27100.01.011.015.0000.9500.108509.87513.40B-14
72.20.500510.96100.01.980.675.0000.9500.072509.54514.08C-144.10.500510.9896.71.410.455.0000.9500.050510.08514.05C-27.00.500511.01100.01.010.635.0000.9500.066510.46513.72C-33.70.500511.24100.00.420.425.0000.9500.045510.96513.46C43.70.500511.07100.00.380.385.0000.9500.041510.80513.30D-17.30.600510.26100.05.160.695.0000.9500.075509.28512.89D-27.00.700508.87100.0115.491.235.0000.9500.133504.88513.99D-3
66.70.800511.2331.23.363.365.0000.9501.159510.32512.82D-48.30.800510.66100.04.240.995.0000.9500.106509.62512.51D-56.00.700510.16100.0109.330.735.0000.9500.078506.00513.10D-64.90.800509.75100.019.400.635.0000.9500.068507.51514.40E-2
9.9514.1568.55.762.765.0000.9500.434512.72516.84E-3 (EXIST)
7.9525.4585.63.641.875.0000.9500.236524.18527.70E-4 (EXIST)
8.0533.0083.91.951.955.0000.9500.251532.44536.66E-5 (EXIST)
9.70.900513.2869.513.982.705.0000.9500.419510.43515.07F-1
Page 2 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666
11/7/2016
Bentley StormCAD V8i (SELECTseries 3)[08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center0011378_StormCAD.stsw
FlexTable: Catch Basin TableSpread / Top
Width(ft)
Headloss Coefficient (Standard)
Hydraulic Grade Line
(In)(ft)
Capture Efficiency
(Calculated)(%)
Flow (Total Out)(cfs)
Flow (Captured)
(cfs)
Intercepted Tc(min)
Inlet CInlet Drainage
Area(acres)
Elevation (Invert)
(ft)
Elevation (Ground)
(ft)
Label
7.50.500521.3688.89.731.725.0000.9500.209518.87523.12F-3 (EXIST)
29.30.700527.26100.08.661.905.0000.9500.205525.01528.96F-4 (EXIST)
16.1527.2936.02.491.965.0000.9500.587525.52528.00F-4A (EXIST)
9.8527.3355.00.800.806.0090.2500.630526.20528.68F-4B (EXIST)
15.00.800531.0641.95.155.155.0000.9501.322529.79536.44F-5 (EXIST)
Page 3 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666
11/7/2016
Bentley StormCAD V8i (SELECTseries 3)[08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center0011378_StormCAD.stsw
MEETING MINUTES
1005 Broad Street, Suite 200, Augusta, Georgia 30901
(706) 722-4114 / Fax (706) 722-6219 / www.wrtoole.com
PROJECT: SR-17 DRAINAGE IMPROVEMENTS DATE: 07/19/2016
WRTE PROJECT NO.: 16-026 TIME: 10:00 PM
PURPOSE: KICK-OFF MEETING
PI NUMBER: 0011378
ATTENDANCE
NAME FIRM TELEPHONE E-Mail
Ken Usry
Don Powers
Chuck Cason
Kristie Griffin
Bobby Hildrent
Bob Baisden
Erik Hammarlund
George Brewer
City of Thomson
City of Thomson
City of Thomson
Georgia Power
Georgia Power
WR Toole Engineers
WR Toole Engineers
GDOT - TIA
706-595-1781
706-595-1781
706-690-1155
678-708-9112
706-699-1159
706-722-4114
706-722-4114
404-631-1657
DISCUSSION SUMMARY
WRTE provided a brief project overview using a roll plot of the project area. WRTE
noted that Toole Survey Company (TSC) has initiated surveying tasks and property entry
letters have been sent to all property owners. TSC has completed the survey control
package. TSC will complete the final survey by September.
The primary project issues are:
(1) Roadway Flooding
The group identified two areas along Main Street that have roadway flooding. The first
area is Springfield Street / Main Street. The second area that floods is at West Street /
Main Street.
Both areas drain to a drainage ditch that flows parallel to Beechwood Street. A previous
City of Thomson drainage improvements project has corrected flooding of the
Beechwood Street backyards. New storm water detention may be necessary to prevent
future flooding of Beechwood Street, due to increased storm water flows from the
proposed storm drainage improvements.
Along Main Street, the existing curb height has been reduced to a few inches due to past
paving projects. A full 6-inch curb height can be re-established by milling the existing
pavement or by constructing new curb and gutter at the existing pavement grade and
constructing a new shoulder.
MEETING MINUTES
1005 Broad Street, Suite 200, Augusta, Georgia 30901
(706) 722-4114 / Fax (706) 722-6219 / www.wrtoole.com
(2) Sidewalks
The City of Thomson noted that the project area has heavy foot traffic and new sidewalks
are needed to provide access to the Bi-Lo shopping center. New sidewalks are needed in
areas that lack existing sidewalks.
(3) Existing Power Poles
The existing Georgia Power poles along Main Street are located directly behind the
existing curb and have been hit by trucks traveling along Main Street. The City of
Thomson requested that Georgia Power relocate these power poles to behind the sidewalk
along Main Street.
Action Items:
WRTE will begin a hydrologic study of the project basin areas and model the existing
storm sewer system along Main Street.
WRTE will prepare a concept plan and concept construction cost estimate for review.
Georgia Power will provide a cost estimate and schedule for relocating power poles along
Main Street.
MEETING MINUTES
1005 Broad Street, Suite 200, Augusta, Georgia 30901(706) 722-4114 / Fax (706) 722-6219 / www.wrtoole.com
PROJECT: SR-17 DRAINAGE IMPROVEMENTS DATE: 01/19/2017WRTE PROJECT NO.: 16-026 TIME: 10:30 AMPURPOSE: CONCEPT REVIEWPI NUMBER: 0011378
ATTENDANCENAME FIRM TELEPHONE E-Mail
Ken UsryDon PowersGeorge BrewerEric WilkinsonBob BaisdenBrandon Brewer
City of ThomsonCity of Thomson
GDOT-TIAGDOT-TIA
WR Toole EngineersWR Toole Engineers
706-595-1781706-595-1781404-631-1657478-538-8522706-722-4114706-722-4114
[email protected]@thomson-mcduffie.net
[email protected]@[email protected]@wrtoole.com
DISCUSSION SUMMARY
W. R. Toole Engineers met with Don Powers, Ken Usry, Eric Wilkinson, and GeorgeBrewer to review the project concept report and concept drawings.
The following items were noted:
New concrete curb and gutter, sidewalk, and drainage improvements will beinstalled from Tom Watson Way to West Street along SR 17.
New sidewalk will be installed on the west side of SR 17 from West Street toHarrison Road.
Storm Sewer will not be installed along the west side of SR 17 from TomWatson Way to approximately STA 32+00 due to conflict with existing 10”water main.
The City of Thomson requested W.R. Toole evaluate the possibility ofunderground storage in the field across from the football stadium.
The City of Thomson requested W.R. Toole produce an alternate cost estimatethat includes additional improvements from Whiteoak Road to Tom Watsonway.
The City of Thomson will evaluate the replacement of 8” transite water mainalong SR 17 from West Street to Harrison Road as a non-reimbursable utility.