Project Concept Report – Page 2 P.I.Number: 0011378 Report/0011378_CR_TIA... · Project Concept Report – Page 7 P.I.Number: 0011378 ... ELEMENTARY SCHOOL R.L. NORRIS BRICKYARD

Project Concept Report – Page 2 P.I.Number: 0011378County: McDuffie

PROJECT LOCATION

SR 17 – Thomson, GAPI# 0011378

McDuffie County


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


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:


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 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


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



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

EO

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


50+00

55+00

60+00

65+00

70+00

75+00

MATC

H LI

NE S

HEET 1


CITY

CO

UNT

Y

COUNTY

CITY

COUNTY

COUNTY

CITY

CITY

COUNTY

COUNTY

CITY

VIO

LA A

VER

Y S

T.

WE

ST S

T.

WIL

SO

N A

VE.

McC

OM

MO

NS S

T.

McC

OM

MO

NS S

T.

CH

ER

OK

EE S

T.

WRIG

HT

SB

OR

O R

D.

HA

RRIS

ON R

D.

SR 17/MAIN ST.

MA

RTIN L

UT

HER KIN

G S

T.

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

GPLOT-V8

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

GPLOT-V8

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


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


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


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


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


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)


ContingencyOverall Contingency 20% $24,868 Enter Percentage for Contingency (Default = 20%)


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





SHEET 1 OF 2

SCALE: 1" = 100’


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





SHEET 1 OF 2

SCALE: 1" = 100’


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


Soil Rating PointsA

A/D

B

B/D

C

C/D

D


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.




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%




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




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


Basin 1


Basin 1


Basin 1


Basin 2


Basin 2


Basin 2


Basin 2

Node Summary

Peak Flow(ft³/s)

Time to Peak(hours)

HydrographVolume(ac-ft)

ReturnEvent

(years)

ScenarioLabel


O-1


O-1


O-1


O-1


O-2


O-2


O-2


O-2

Page 1 of 127 Siemon Company Drive Suite 200 WWatertown, CT 06795 USA +1-203-755-1666

11/7/2016

Bentley PondPack V8i[08.11.01.51]

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

Page 1 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


Width(ft)



(In)(ft)

Capture Efficiency

(Calculated)(%)


Flow (Captured)

(cfs)

Intercepted Tc(min)


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


11/7/2016



Width(ft)



(In)(ft)

Capture Efficiency

(Calculated)(%)


Flow (Captured)

(cfs)

Intercepted Tc(min)


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)


11/7/2016


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

[email protected]

[email protected]

[email protected]

[email protected]

[email protected]

[email protected]

[email protected]

[email protected]

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.

mailto:[email protected]








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.

Documents

Project Concept Report – Page 2 P.I.Number: 0011378 Report/0011378_CR_TIA... · Project Concept Report – Page 7 P.I.Number: 0011378 ... ELEMENTARY SCHOOL R.L. NORRIS BRICKYARD