Hydrologic-Hidraulic Analysis Report - AC-830579_Hwy-106_Appendix B.pdf

APPENDIX -B:

HYDROLOGIC – HYDRAULIC ANALYSIS // MAIN DRAINAGE STRUCTURES

LANDSLIDES AND ROAD DAMAGE PROJECT // AC-8095444, GROUP B,

ROAD PR-124, LARES, PR

Designer: JOSE A BATLLE & ASSOCIATES

Answer to Comments: ER-HWY-106

Discussion of Results:

Included are the computations requested in response to the comments in the case. The computations include estimating peak design flow (25-yr) for the half road of State Road PR-124 (outside lane) using the rational method. In this computation, a drainage area of 0.070 acres was estimated, and a time of concentration of 5.0 minutes was assumed for a rainfall intensity estimate of 9.34 in/hr and a runoff coefficient (C) of 0.90 (pavements). The peak flow estimate was 0.60 cfs. Peak flow estimates for the basin that drains its runoff to the inside lane of PR-124 were presented in the original report.

Computations related to the dimensions of the following drainage structures: curb & gutter, and inlet capacity, pavement spread, and Rip-rap are included in this appendix. The estimated spread width is

3.49 feet (1.06 meters) for a lane width of 3.15 meters.

On the other hand, inlet capacity was evaluated to handle runoff from the 25-year design rainfall events. This structure will have the following dimensions:

Inlet located outside lane PR-124: length 3.0 ft x width 2.0 ft, In summary, the civil design of the drainage structures meets the design criteria. Lastly, erosion control system dimensions are included. This system uses riprap (grouted) with a minimum size of d50 = 1.0 ft (Class III -FHWA) and an estimated apron length of 7.35 meters, while the rip-rap on the entrance pipe will be minimum size of d50 = 1.0 ft. These calculations were performed for a peak flow design of 100-, and 50-year respectively.

Hydraulic Analysis Report

Project Data Project Title: HYDROLOGIC – HYDRAULIC ANALYSIS // MAIN DRAINAGE STRUCTURES

LANDSLIDES AND ROAD DAMAGE PROJECT // AC-8095444, GROUP B,

ROAD PR-124, LARES, PR

Designer: JOSE A BATLLE & ASSOCIATES

Project Date: Monday, June 7, 2022

Project Units: U.S. Customary Units

Notes: SITE: ER-HWY-106 // RECURRENCE PERIOD 25-YR

Rational Analysis: Rational Method Analysis - ER-HWY-106 - HalfRoad Notes: PRECIPITATION DATA SOURCE: NOAA ATLAS 14

Rational Method Input Parameters Runoff Coefficient: 0.90

Basin Area: 0.0700 acres

Rainfall Intensity: 9.34 in/hr

Time of Concentration: 5.00 minutes

Recurrence Year: 25 year

Rational Method Results Flowrate: 0.6 cfs

IDF Input Parameters User Supplied Data

25 year Recurrence, 5 min duration: 9.73 in/hr

25 year Recurrence, 10 min duration: 6.65 in/hr

25 year Recurrence, 15 min duration: 5.69 in/hr

25 year Recurrence, 30 min duration: 4.55 in/hr

25 year Recurrence, 60 min duration: 3.38 in/hr

IDF Results 25 year IDF equation: i = 16.9602 / (Tc + -0.5)^0.396608

Intensity: 9.3403 in/hr

Time of Concentration Input Parameters Specified Time of Concentration

Time of Concentration: 5.00 min

Hydrograph - Rational Method Analysis - ER-HWY-106 - HalfRoad - Rational Hydrograph Method

25 year recurrence Interval, Peak Discharge: 0.593 cfs, Time to Peak: 5.00 (min), Total Volume:

178.00 ft^3

Time (minutes) Flow cfs

0.00 0.00

1.00 0.12

2.00 0.24

3.00 0.36

4.00 0.47

5.00 0.59

6.00 0.47

7.00 0.36

8.00 0.24

9.00 0.12

10.00 0.00

Project Title: HYDROLOGIC – HYDRAULIC ANALYSIS // MAIN DRAINAGE STRUCTURES

LANDSLIDES AND ROAD DAMAGE PROJECT // AC-8095444, GROUP B,

ROAD PR-124, LARES, PR

Designer: JOSE A BATLLE & ASSOCIATES

Project Date: Monday, June 7, 2022

Curb and Gutter Analysis: Curb and Gutter Analysis - ER-HWY-106 - HalfRoad Notes: PEAK FLOW DESIGN 25YR

Gutter Input Parameters Longitudinal Slope of Road: 0.1062 ft/ft

Cross-Slope of Pavement: 0.0222 ft/ft

Uniform Gutter Geometry

Manning's n: 0.0150

Gutter Width: 1.0000 ft

Design Flow: 0.6000 cfs

Gutter Result Parameters Width of Spread: 3.4946 ft

Gutter Depression: 0.0000 in

Area of Flow: 0.1356 ft^2

Eo (Gutter Flow to Total Flow): 0.5934

Gutter Depth at Curb: 0.9310 in

Project Title: HYDROLOGIC – HYDRAULIC ANALYSIS // MAIN DRAINAGE STRUCTURES

LANDSLIDES AND ROAD DAMAGE PROJECT // AC-8095444, GROUP B,

ROAD PR-124, LARES, PR

Designer: JOSE A BATLLE & ASSOCIATES

Project Date: Monday, June 7, 2022

Median/Ditch Drop-Inlet Analysis: Median/Ditch Drop-Inlet Analysis - ER-HWY-106 -HalfRoad

Notes: Inlet Capacity

Channel Analysis: Channel Analysis Notes: Curb & Gutter Structure

Input Parameters Channel Type: Triangular

Side Slope 1 (Z1): 1.0000 ft/ft

Side Slope 2 (Z2): 4.0000 ft/ft

Longitudinal Slope: 0.1062 ft/ft

Manning's n: 0.0150

Flow: 0.6000 cfs

Result Parameters Depth: 0.1941 ft

Area of Flow: 0.0942 ft^2

Wetted Perimeter: 1.0748 ft

Hydraulic Radius: 0.0876 ft

Average Velocity: 6.3696 ft/s

Top Width: 0.9706 ft

Froude Number: 3.6031

Critical Depth: 0.3544 ft

Critical Velocity: 1.9109 ft/s

Critical Slope: 0.0043 ft/ft

Critical Top Width: 2.77 ft

Calculated Max Shear Stress: 1.2863 lb/ft^2

Calculated Avg Shear Stress: 0.5808 lb/ft^2

Inlet Data:

Grate Width: 2.0000 ft

Grate Length: 3.0000 ft

Computed Data:

Intercepted flow: 0.6000 cfs

Bypass flow: 0.0000 cfs

Project Title: HYDROLOGIC – HYDRAULIC ANALYSIS // MAIN DRAINAGE STRUCTURES

LANDSLIDES AND ROAD DAMAGE PROJECT // AC-8095444, GROUP B,

ROAD PR-124, LARES, PR

Designer: JOSE A BATLLE & ASSOCIATES

Project Date: Monday, June 7, 2022

Notes: SITE: ER-HWY-106 // RECURRENCE PERIOD 50-YR

Channel Analysis: Channel Analysis-OutsideBasin-ER-HWY-106 Notes: Trapezoidal Channel // Outside Basin

Input Parameters Channel Type: Trapezoidal

Side Slope 1 (Z1): 1.5000 ft/ft

Side Slope 2 (Z2): 3.0000 ft/ft

Channel Width: 1.0000 ft

Longitudinal Slope: 0.1062 ft/ft

Manning's n: 0.0150

Flow: 13.6000 cfs

Result Parameters Depth: 0.4688 ft

Area of Flow: 0.9634 ft^2

Wetted Perimeter: 3.3278 ft

Hydraulic Radius: 0.2895 ft

Average Velocity: 14.1165 ft/s

Top Width: 3.1098 ft

Froude Number: 4.4695

Critical Depth: 0.9807 ft

Critical Velocity: 4.3245 ft/s

Critical Slope: 0.0044 ft/ft

Critical Top Width: 5.41 ft

Calculated Max Shear Stress: 3.1069 lb/ft^2

Calculated Avg Shear Stress: 1.9185 lb/ft^2

Project Title: HYDROLOGIC – HYDRAULIC ANALYSIS // MAIN DRAINAGE STRUCTURES

LANDSLIDES AND ROAD DAMAGE PROJECT // AC-8095 444, GROUP B,

ROAD PR-124, LARES, PR

Designer: JOSE A BATLLE & ASSOCIATES Project Date: Monday, June 7, 2022 Project Units: U.S. Customary Units Notes: SITE: ER-HWY-106 // RECURRENCE PERIOD 50-YR

Calculation: Riprap: Entrance 30.0 inch Pipe Recurrence Period: 50yr

Size of stone:

d 50 = [(0.02/TW)*(Q/D o )^(4/3)] Data: Results:

ft d 50 = median stone size, ft 0.34 Use d50min = 1.0 ft; Grouted Rip-rap Class III (FHWA) Q = design discharge, cfs 13.60

D o = maximum width, ft 2.85 TW = tailwater depth, ft 0.47

Project Title: HYDROLOGIC – HYDRAULIC ANALYSIS // MAIN DRAINAGE STRUCTURES

LANDSLIDES AND ROAD DAMAGE PROJECT // AC-8095 444, GROUP B,

ROAD PR-124, LARES, PR

Designer: JOSE A BATLLE & ASSOCIATES Project Date: Monday, June 7, 2022 Project Units: U.S. Customary Units Notes: SITE: ER-HWY-106 // RECURRENCE PERIOD 100-Y R

Calculation: Riprap ( Outlet 30 inch Pipe) Recurrence Period: 100yr

Size of stone:

d 50 = [(0.02/TW)*(Q/D o )^(4/3)] Data: Results:

ft d 50 = median stone size, ft 0.83 Use d50min = 1.0 ft; Grouted Rip-rap Class III (FHWA)

Q = design discharge, cfs 14.50

D o = maximum pipe or culvert width, ft 2.50

TW = tailwater depth, ft 0.25

Length of apron:

Condition:

TW (<) 0.5 Do

L a = [1.8Q/(D o )^(3/2)] + 7D o Data: Results:

ft m

La = apron length, ft 24.10 7.35

Q = design discharge, cfs 14.50

D o = maximum pipe or culvert width, ft 2.50