Conservation Commission - 655 (11/09/2023)

DRAINAGE CALCULATIONS,
HYDRAULICS & HYDROLOGY REPORT
WOODSPRING SUITES
295 & 313 WILLETTS AVENUE
16 & 18 BOSTON POST ROAD
AUGUST 2023
Revised October 2, 2023
CLA Engineers, Inc 
— 
1

DRAINAGE CALCULATIONS,
HYDRAULICS & HYDROLOGY REPORT
WOODSPRING SUITES
295 & 313 WILLETTS AVENUE
16 & 18 BOSTON POST ROAD
AUGUST 2023
Revised October 2, 2023
- 
— 
CLA Engineers, Inc

WILLETTS AVENUE & BOSTON POST ROAD
WATERFORD,CT
The site was previously developed as a sports bar with areas of previously cleared
land. The site is proposed to be developed as a hotel. CLA Engineers is providing the
design and calculations for the stabilization of the site.
PROPOSED HYDRAULICS
There will be three main on-site drainage areas for the proposed development, the
roof drainage, which will outlet to a concrete gallery infiltration system, Drainage Area 3,
which flows to the existing shopping center and then out to Willets Avenue, and
Drainage Area 1 which flows directly to Willets Avenue. Please see the attached plans
entitled Drainage Plan — Existing Conditions and Drainage Plan - Proposed.
Drainage Area 1 is located adjacent to Willetts Avenue and presently drains to the
existing drainage system in Willetts Avenue. 
Proposed Drainage Area 
1 will be
connected to the existing drainage system in Willetts Avenue, after flowing through
Stormwater Basin 1, resulting in a significant decrease in peak flows to the existing
drainage system.
Drainage area 2 presently drains to the existing shopping center parking lot and
drainage system, which connects to the existing drainage system in Willetts Avenue.
Proposed Drainage area 2 will continue to flow to the existing shopping center parking
lot drainage system, after flowing thru Sormwater Basin 2, resulting in a significant
decrease in peak flows to the existing drainage system.
The roof drainage will connect to an underground infiltration system, which will
contain the 100 year storm event. There also is an emergency overflow pipe which will
connect to Stormwater Basin 2. 
A permeability test from the test hole 4, has been
provided in this report. 
The rates are good and will allow for the galleries to empty

quickly between storm events. Infiltration was not included in the modeling program, as
a conservative approach to the design.
Both the existing and the proposed conditions for the development site have been
analyzed for the 2-year, 5- year, 10-year, 25-year, and 100-year design storms using the
TR-55 SCS modeling program. The following is the summary table for the 2-year, 5-
year, 10-year, 25-year, and 100-year design storms showing first the existing conditions
and proposed conditions, after passing through the proposed roof infiltration system and
the water quality basins. The calculations show that there will be a significant decrease
in runoff leaving the site. The following are the results of the computer model.
Drainage Area 1
2-year 
5-year 
10-year 
25-year 
100-year
Existing 
1.680cfs 
2.462cfs 
3.125cfs 
4.055 cfs 
5.503 cfs
Proposed 
0.000 cfs 
0.000 cfs 
0.090 cfs 
0.574 cfs 
2.213 cfs
Drainage Area 2
2-year 
5-year 
10-year 
25-year 
100-year
Existing 
2.798 cfs 
4.451 cfs 
5.903 cfs 
7.995 cfs 
11.33 cfs
Proposed 
0.000 cfs 
0.000cfs 
0.000 cfs 
0.000 cfs 
1.054 cfs
CT GUIDELINES FOR SOIL EROSION & SEDIMENTATION CONTROL
The 2002 CT Guidelines for Soil Erosion & Sedimentation Control applies to the
construction phase of the project. A detailed erosion and sediment control plan has been
provided in the site development plans. 
The proposed Stormwater Basins have been
designed to function as sedimentation traps during stabilization, and then as stormwater
basins to provide permanent water quality treatment, prior to entering the existing off-site
drainage systems, for the life of the facility.

Drainage Area 1, Temporary Sediment Trap 1
The first calculation required by the Guidelines is for the sediment storage volume
(SSV). 
The sediment storage volume is the calculation for one year of predicted
sediment load. The calculations for a Temporary Sediment Trap show that the sediment
storage volume required is 5,066CF:
SSV = A(134CY/Acre)
A= 1.4 ACRES
SSV = 187.6 CY = 5,066 CF
The second calculation required by the Guidelines is for wet storage volume
(WSV). The wet storage volume is the volume in the basin that is located below the
riprap for the level spreader outlet of the basin (elevation 92.0). The volume of the wet
storage is required to be half of the required SSV. The required wet storage volume is
5,066 CF/2 = 2,533 CF. The required dry storage volume, located above the bottom of
the riprap of the level spreader outlet of the basin (elevation 92.0), is 2,533 CF.
The total storage volume required is the dry storage volume plus the wet storage
volume, which is a total of 5,066 CF.
The combined volume required for the Temporary Sedimentation Basin as
follows:
2,533 CF of Wet Storage Volume 
4,700* CF Provided (Excavated to 90.0)
2,533 CF of Dry Storage Volume 
8,323 CF Provided
5,066 CF of Total Volume Required 
13,023 CF Total Provided

Drainage Area 2 Temporary Sediment Trap 2
The first calculation required by the Guidelines is for the sediment storage volume
(SSV). 
The sediment storage volume is the calculation for one year of predicted
sediment load. The calculations for a Temporary Sediment Trap show that the sediment
storage volume required is 7,236 CF:
SSV = A(134CY/Acre)
A= 2.0 ACRES
SSV = 268 CY = 7.236 CF
The second calculation required by the Guidelines is for wet storage volume
(WSV). The wet storage volume is the volume in the basin that is located below the
riprap for the level spreader outlet of the basin (elevation 80.5). The volume of the wet
storage is required to be half of the required SSV. The required wet storage volume is
7,236 CF/2 = 3,618 CF, The required dry storage volume, located above the bottom of
the riprap of the level spreader outlet of the basin (elevation 80.5), is 3.618 CE.
The total storage volume required is the dry storage volume plus the wet storage
volume, which is a total of 7.236 CF.
The combined volume required for the Temporary Sedimentation Basin as
follows:
3,618 CF of Wet Storage Volume 
5,488 CF Provided (Excavated to 79.0)
3,618 CF of Dry Storage Volume 
8,743 CF Provided
7,236 CF of Total Volume Required 
14,231 CF Total Provided

CONNECTICUT STORMWATER QUALITY MANUAL
The Stormwater Management System, consisting of two Water Quality Basins,
have been designed to function as permanent water quality treatment for the life of the
facility. The Connecticut 2004 Stormwater Quality Manual (Manual) applies to the post
construction phase, for the operation of the facility.
Drainage Area 1, Water Quality Basin 1
The Stormwater Management System meets the criteria of the Connecticut Stormwater
Quality Manual for a Water Quality Basin. The calculations show that a Water Quality
Volume (WQV) of 3.202 CF is required:
WQV = (1")(R)(A)/12
A= 1.4 Acres
R= 0.05 + 0.009(1)
1=0.9 Acres 
/ 1.4 Acres = 0.64 
(64%)
R=0.63
WOQV = 0.0735 Ac-Ft = 3,202 CF required
14,400 CF Provided in the Water Quality Basin
As the calculations show that there will be no stormwater leaving the
proposed stormwater management system (water quality basin), up to and including
the 5 year storm event, the anticipated pollutant removal rate is 99-100%.
Drainage Area 2, Water Quality Basin 2
The Stormwater Management System meets the criteria of the Connecticut Stormwater
Quality Manual for a Water Quality Basin. The calculations show that a Water Quality
Volume (WQV) of 3.580 CF is required:

WOQV = (1")(R)(A)/12
A= 1.7 Acres
R=0.05 + 0.009(1)
I=1.0 Acres/ 1.7 Acres=0.59 
(59%)
R=0.58
WQV = 0.0822 Ac-Ft = 3,580 CF required
23,191 CF Provided in the Water Quality Basin
As the calculations show that there will be no stormwater leaving the
proposed stormwater management system (water quality basin), up to and including
the 5 year, for Stormwater Basin 1, and 25 year storm event, for Stormwater Basin
2, the anticipated pollutant removal rate is 99-100%.
(https://www.unh.edu/unhse/sites/default/files/media/ms4_permit_nomographs_shee
t_final_2020.pdf) 
|The University of New Hampshire’s research reveals that
efficiency removal for typical pollutants of concern such as TSS, N, P, and zinc is
directly tied to the volume of stormwater that is held and infiltrated. The research
reveals that if a 2 inch depth of runoff from a site’s impervious surface is held and
infiltrated by a given BMP, the reduction in these pollutants is 99-100%. On this
site, Stormwater Basin #1 will contain up to and including the 5 year storm event
and Stormwater Basin #2 will contain up to and including the 25 year storm event.
Thus, CLA believes that pollutant removal rates for pollutants of concern will be
greater than 99% and there will be no increase in releases of pollutants to the
wetlands system.
The proposed stormwater basins are not infiltration basins, however
stormwater will slowly infiltrate into the surrounding soils between storm events.

WILLETTS AVENUE & BOSTON POST ROAD
WATERFORD,CT
The site was previously developed as a sports bar with areas of previously cleared
land. The site is proposed to be developed as a hotel. CLA Engineers is providing the
design and calculations for the stabilization of the site.
PROPOSED HYDRAULICS
There will be three main on-site drainage areas for the proposed development, the
roof drainage, which will outlet to a concrete gallery infiltration system, Drainage Area 3,
which flows to the existing shopping center and then out to Willets Avenue, and
Drainage Area 1 which flows directly to Willets Avenue. Please see the attached plans
entitled Drainage Plan — Existing Conditions and Drainage Plan - Proposed.
Drainage Area | is located adjacent to Willetts Avenue and presently drains to the
existing drainage system in Willetts Avenue. 
Proposed Drainage Area 
1 will be
connected to the existing drainage system in Willetts Avenue, after flowing through
Stormwater Basin 1, resulting in a significant decrease in peak flows to the existing
drainage system.
Drainage area 2 presently drains to the existing shopping center parking lot and
drainage system, which connects to the existing drainage system in Willetts Avenue.
Proposed Drainage area 2 will continue to flow to the existing shopping center parking
lot drainage system, after flowing thru Sormwater Basin 2, resulting in a significant
decrease in peak flows to the existing drainage system.
The roof drainage will connect to an underground infiltration system, which will
contain the 100 year storm event. There also is an emergency overflow pipe which will
connect to Stormwater Basin 2. 
A permeability test from the test hole 4, has been
provided in this report. 
The rates are good and will allow for the galleries to empty

quickly between storm events. Infiltration was not included in the modeling program, as
a conservative approach to the design.
Both the existing and the proposed conditions for the development site have been
analyzed for the 2-year, 5- year, 10-year, 25-year, and 100-year design storms using the
TR-55 SCS modeling program. The following is the summary table for the 2-year, 5-
year, 10-year, 25-year, and 100-year design storms showing first the existing conditions
and proposed conditions, after passing through the proposed roof infiltration system and
the water quality basins. The calculations show that there will be a significant decrease
in runoff leaving the site. The following are the results of the computer model.
Drainage Area 1
2-year 
5-year 
10-year 
25-year 
100-year
Existing 
1.680 cfs 
2.462cfs 
3.125cfs 
4.055 cfs 
5.503 cfs
Proposed 
0.000 cfs 
0.000 cfs 
0.090 cfs 
0.574 cfs 
2.213 cfs
Drainage Area 2
2-year 
5-year 
10-year 
25-year 
100-year
Existing 
2.798 cfs 
4.451 cfs 
5.903 cfs 
7.995 cfs 
11.33 efs
Proposed 
0.000 cfs 
0.000cfs 
0.000cfs 
0.000 cfs 
1.054 cfs
CT GUIDELINES FOR SOIL EROSION & SEDIMENTATION CONTROL
The 2002 CT Guidelines for Soil Erosion & Sedimentation Control applies to the
construction phase of the project. A detailed erosion and sediment control plan has been
provided in the site development plans. 
The proposed Stormwater Basins have been
designed to function as sedimentation traps during stabilization, and then as stormwater
basins to provide permanent water quality treatment, prior to entering the existing off-site
drainage systems, for the life of the facility.

Drainage Area 1, Temporary Sediment Trap 1
The first calculation required by the Guidelines is for the sediment storage volume
(SSV). 
The sediment storage volume is the calculation for one year of predicted
sediment load. The calculations for a Temporary Sediment Trap show that the sediment
storage volume required is 5,066CF:
SSV = A(134CY/Acre)
A= 1.4 ACRES
SSV = 187.6 CY = 5,066 CF
The second calculation required by the Guidelines is for wet storage volume
(WSV). The wet storage volume is the volume in the basin that is located below the
riprap for the level spreader outlet of the basin (elevation 92.0). The volume of the wet
storage is required to be half of the required SSV. The required wet storage volume is
5,066 CF/2 = 2,533 CF. The required dry storage volume, located above the bottom of
the riprap of the level spreader outlet of the basin (elevation 92.0), is 2,533 CF.
The total storage volume required is the dry storage volume plus the wet storage
volume, which is a total of 5.066 CF.
The combined volume required for the Temporary Sedimentation Basin as
follows:
2,533 CF of Wet Storage Volume 
4,700* CF Provided (Excavated to 90.0)
2,533 CF of Dry Storage Volume 
8,323 CF Provided
5,066 CF of Total Volume Required 
13,023 CF Total Provided

Drainage Area 2 Temporary Sediment Trap 2
The first calculation required by the Guidelines is for the sediment storage volume
(SSV). 
The sediment storage volume is the calculation for one year of predicted
sediment load. The calculations for a Temporary Sediment Trap show that the sediment
storage volume required is 7,236 CF:
SSV = A(134CY/Acre)
A= 2.0 ACRES
SSV = 268 CY = 7.236 CF
The second calculation required by the Guidelines is for wet storage volume
(WSV). The wet storage volume is the volume in the basin that is located below the
riprap for the level spreader outlet of the basin (elevation 80.5). The volume of the wet
storage is required to be half of the required SSV. The required wet storage volume is
7,236 CF/2 = 3.618 CF. The required dry storage volume, located above the bottom of
the riprap of the level spreader outlet of the basin (elevation 80.5), is 3.618 CF.
The total storage volume required is the dry storage volume plus the wet storage
volume, which is a total of 7.236 CF.
The combined yolume required for the Temporary Sedimentation Basin as
follows:
3,618 CF of Wet Storage Volume 
5,488 CF Provided (Excavated to 79.0)
3,618 CF of Dry Storage Volume 
8,743 CF Provided
7,236 CF of Total Volume Required 
14,231 CF Total Provided

CONNECTICUT STORMWATER QUALITY MANUAL
The Stormwater Management System, consisting of two Water Quality Basins,
have been designed to function as permanent water quality treatment for the life of the
facility. The Connecticut 2004 Stormwater Quality Manual (Manual) applies to the post
construction phase, for the operation of the facility.
Drainage Area 1, Water Quality Basin 1
The Stormwater Management System meets the criteria of the Connecticut Stormwater
Quality Manual for a Water Quality Basin. The calculations show that 
a Water Quality
Volume (WQV) of 4.162 CF is required:
WOQV = (1.3")(R)(A)/12
A= 1.4 Acres
R=0.05 + 0.009(1)
I=0.9 Acres / 1.4 Acres = 0.64 
(64%)
R=0.63
WQV = 0.0955 Ac-Ft = 4,162 CF required
14,400 CF Provided in the Water Quality Basin
As the calculations show that there will be no stormwater leaving the
proposed stormwater management system (water quality basin), up to and including
the 5 year storm event, the anticipated pollutant removal rate is 99-100%.
Drainage Area 2, Water Quality Basin 2
The Stormwater Management System meets the criteria of the Connecticut Stormwater
Quality Manual for a Water Quality Basin. The calculations show that a Water Quality
Volume (WQV) of 4,653 CF is required:

WOQV = (1.3")(R\(AY/12
A=1.7 Acres
R=0.05 + 0.009(1)
I= 1.0 Acres/ 1.7 Acres=0.59 
(59%)
R=0.58
WOQV = 0.1068 Ac-Ft = 4,653 CF required
23,191 CF Provided in the Water Quality Basin
As the calculations show that there will be no stormwater leaving the
proposed stormwater management system (water quality basin), up to and including
the 5 year, for Stormwater Basin 1, and 25 year storm event, for Stormwater Basin
2, the anticipated pollutant removal rate is 99-100%.
(https://www.unh.edu/unhse/sites/default/files/media/ms4_permit_nomographs_shee
t_final_2020.pdf) 
|The University of New Hampshire’s research reveals that
efficiency removal for typical pollutants of concern such as TSS, N, P, and zine is
directly tied to the volume of stormwater that is held and infiltrated. The research
reveals that if a 2 inch depth of runoff from a site’s impervious surface is held and
infiltrated by a given BMP, the reduction in these pollutants is 99-100%. On this
site, Stormwater Basin #1 will contain up to and including the 5 year storm event
and Stormwater Basin #2 will contain up to and including the 25 year storm event.
Thus, CLA believes that pollutant removal rates for pollutants of concern will be
greater than 99% and there will be no increase in releases of pollutants to the
wetlands system.
The proposed stormwater basins are not infiltration basins, however
stormwater will slowly infiltrate into the surrounding soils between storm events.

Hydrograph Summary Reportlow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.| 
Hydrograph 
Peak 
Time | Time to 
Hyd. 
Inflow 
Maximum 
Total 
Hydrograph
No. 
type 
flow 
interval] 
peak 
volume 
hyd(s) 
elevation 
strge used 
description
(origin) 
(cfs) | (min) | (min) 
(cuft) 
(ft) 
(cuft)
1 
SCS Runoff | 1.680 
1 
730 
6,659 
od 
—_— 
we 
Existing Conditions - Areas 1
2 
SCS Runoff 
2.013 
1 
729 
7,634 
—_ 
—_ 
wee 
Proposed Conditions - Area 1
3 
Reservoir 
0.000 
1 
731 
0 
2 
91.53 
5,307 
Stormwater Basin 1
4 
SCS Runoff | 2.798 
2 
724 
8,094 
—_— 
— 
—_— 
Existing Conditions - Area 2
5 
SCS Runoff 
| 2.586 
2 
722 
6,915 
—— 
a 
—_— 
Proposed Conditions - Area 3
6 
SCS Runoff 
1,362 
2 
716 
3,192 
— 
—_— 
_— 
Roof Drainage
Lg 
Reservoir(i) 
0.000 
4 
886 
0 
6 
89.83 
2,738 
Roof Infiltration Syst
8 
Combine 
2.586 
2 
722 
6,915 
5,7 
— 
_ 
Proposed area 2 & Roof
9 
Reservoir 
0.000 
i 
730 
0 
8 
78.77 
3,889 
Stormwater Basin 2
Hotel TR55.gpw 
Return Period: 2 Year 
Monday, Oct 9, 2023

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Monday, Oct 9, 2023
Hyd. No. 1
Existing Conditions - Areas 1
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 1.680 cfs
Storm frequency 
= 2 yrs 
Time to peak 
= 730 min
Time interval 
= 1 min 
Hyd. volume 
= 6,659 cuft
Drainage area 
= 1.100 ac 
Curve number 
= 82*
Basin Slope 
= 00% 
Hydraulic length 
= Oft
Te method 
= USER 
Time of conc. (Tc) = 15.00 min
Total precip. 
= 3.36 in 
Distribution 
= Type Ill
Storm duration 
= 24hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(0.400 x 55) + (0.700 x 98)] / 1.100
Existing Conditions - Areas 1
Q (cts) 
Hyd. No, 4 --2 Year 
Q (cfs)
2.00 
2.00
1.00 
Ae
0.00 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min)
—— Hyd No. 1

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 2
Proposed Conditions - Area 1
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 2.013 cfs
Storm frequency 
= 2 yrs 
Time to peak 
= 729 min
Time interval 
= 1 min 
Hyd. volume 
= 7,634 cuft
Drainage area 
= 1.400 ac 
Curve number 
= 80*
Basin Slope 
= 0.0% 
Hydraulic length 
= Oft
Tc method 
= USER 
Time of conc. (Tc) = 13.00 min
Total precip. 
= 3.36 in 
Distribution 
= Type Ill
Storm duration 
= 24hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(0.800 x 98) + (0.600 x 55)] / 1.400
Proposed Conditions - Area 1
Q (cts) 
Hyd. No. 2 ~2 Year 
Q (cts)
3.00 
3.00
2.00 
2.00
1.00 
1.00
0,00 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min
—— Hyd No. 2 
ee

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 3
Stormwater Basin 1
Hydrograph type 
= Reservoir 
Peak discharge 
= 0.000 cfs
Storm frequency 
= 2yrs 
Time to peak 
= 731 min
Time interval 
= 1 min 
Hyd. volume 
= Ocuft
Inflow hyd. No. 
= 2 - Proposed Conditions - Area 1 
Max. Elevation 
= 91.53 ft
Reservoirname 
= Forebay & Stormwater Basin 1 
Max. Storage 
= 5,307 cuft
Storage Indication method used, Exfiltration extracted from Outflow.
Stormwater Basin 1.
Q (cfs) 
Hyd. No. 3-2 Year 
Q (cfs)
3.00 
3.00
2.00 
2.00
1.00 
1.00
0.00 
0.00
0 
240 
480 
720 
960 
1200 
1440 
1680 
1920 
2160 
2400 
2640
Time (min)
—— Hyd No. 3 
—— Hyd No. 2 
___ 
| Total storage used = 5,307 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 4
Existing Conditions - Area 2
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 2.798 cfs
Storm frequency 
= 2 yrs 
Time to peak 
= 724 min
Time interval 
= 2 min 
Hyd. volume 
= 8,094 cuft
Drainage area 
= 1.900 ac 
Curve number 
= 75*
Basin Slope 
= 0.0% 
Hydraulic length 
= Oft
Te method 
= USER 
Time of conc. (Tc) = 15.00 min
Total precip. 
= 3.36 in 
Distribution 
= Type Il
Storm duration 
= 24 hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(1.000 x 55) + (0,900 x 98)] / 1.900
Existing Conditions - Area 2
Q (cfs) 
Hyd. No. 4 -- 2 Year 
Q (cfs)
3.00 
3.00
2.00 
2.00
1.00 
1.00
0.00 
0.00
) 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min
—— Hyd No. 4 
(min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 5
Proposed Conditions - Area 3
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 2.586 cfs
Storm frequency 
= 2 yrs 
Time to peak 
= 722 min
Time interval 
= 2 min 
Hyd. volume 
= 6,915 cuft
Drainage area 
= 1.700 ac 
Curve number 
= 73*
Basin Slope 
= 0.0% 
Hydraulic length 
= Oft
Tce method 
= USER 
Time of conc. (Tc) = 12.00 min
Total precip. 
= 3.36 in 
Distribution 
= Type Il
Storm duration 
= 24 hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(0.700 x 98) + (1.000 x 55)] / 1.700
Proposed Conditions - Area 3
Q (efs) 
Hyd. No. 5 -- 2 Year 
Q (cfs)
3.00 
3.00
2.00 
2.00
1.00 
1.00
0.00 
0,00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min)
—— Hyd No. 5

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 6
Roof Drainage
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 1.362 cfs
Storm frequency 
= 2yrs 
Time to peak 
= 716 min
Time interval 
= 2 min 
Hyd. volume 
= 3,192 cuft
Drainage area 
= 0.300 ac 
Curve number 
= 98*
Basin Slope 
= 0.0% 
Hydraulic length 
= Oft
Te method 
= USER 
Time of conc. (Tc) = 5.00 min
Total precip. 
= 3.36 in 
Distribution 
= Type Il
Storm duration 
= 24 hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(0.300 x 98)] / 0.300
Roof Drainage
Q (cfs) 
Hyd. No. 6 -- 2 Year 
Q (cfs)
2.00 
2.00
1.00 
1.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200
Time (min)
—— Hyd No. 6

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 7
Roof Infiltration Syst
Hydrograph type 
= Reservoir (Interconnected) 
Peak discharge 
= 0.000 cfs
Storm frequency 
= 2 yrs 
Time to peak 
= 886 min
Time interval 
= 2 min 
Hyd. volume 
= 0 cuft
Upper Pond 
Lower Pond
Pond name 
= Roof Infiltration System 
Pond name 
= Forebay & Stormwati
Inflow hyd. 
= 6 - Roof Drainage 
Other Inflow hyd. 
= None
Max. Elevation 
= 89.83 ft 
Max. Elevation 
= 78.14 ft
Max. Storage 
= 1,985 cuft 
Max. Storage 
= 752 cuft
Interconnected Pond Routing. Storage Indication method used. Exfiltration extracted from Outflow.
Roof Infiltration Syst
Q (ets) 
Hyd. No. 7 -- 2 Year 
Q (cfs)
2.00 
2.00
1.00 
1.00
0,00 — 
0.00
0 
360 
720 
1080 
1440 
1800 
2160 
2520 
2880 
3240 
3600
Time (min)
—— Hyd No. 7 
—— Hyd No. 6 
| Total storage used = 2,738 cuft
—— Outflow Pond 3

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 8
Proposed area 2 & Roof
Hydrograph type 
= Combine 
Peak discharge 
= 2.586 cfs
Storm frequency 
= 2 yrs 
Time to peak 
= 722 min
Time interval 
= 2 min 
Hyd. volume 
= 6,915 cuft
Inflow hyds. 
= 5,7 
Contrib. drain. area= 1.700 ac
Proposed area 2 & Roof
© (cls) 
Hyd, No. 8 
2 Year 
Q (cfs)
3.00 
3.00
2.00 
2.00
1.00 
4.00
0.00 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min)
—— Hyd No. 8 
—— Hyd No. 5 
—— Hyd No. 7

Hydrograph Report 
"
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 9
Stormwater Basin 2
Hydrograph type 
= Reservoir 
Peak discharge 
= 0.000 cfs
Storm frequency 
= 2 yrs 
Time to peak 
= 730 min
Time interval 
= 2 min 
Hyd. volume 
= Ocuft
Inflow hyd. No. 
= 8 - Proposed area 2 & Roof 
Max. Elevation 
= 78.77 ft
Reservoirname 
= Forebay & Stormwater Basin 2 
Max. Storage 
= 3,889 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Stormwater Basin 2
Q (ets) 
Hyd. No. 9 ~2 Year 
Q (etfs)
3.00 
3.00
2.00 
2.00
1.00 
1.00
0.00 
0.00
0 
480 
960 
1440 
1920 
2400 
2880 
3360 
3840 
4320
Ss 
Time (min)
—— Hyd No. 9 
mee Hyd No. 8 
Total storage used = 3,889 cuft

1
Hydrograph Summary Reportlow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.| 
Hydrograph 
Peak | Time | Timeto 
Hyd. 
Inflow 
Maximum 
Total 
Hydrograph
No. 
type 
flow 
|interval| 
peak 
volume 
hyd(s) 
elevation 
strge used 
description
(origin) 
(cfs) 
(min) 
(min) 
(cuft) 
(ft) 
(cuft)
1 
SCS Runoff 
2.462 
1 
730 
9,725 
—_ 
— 
a 
Existing Conditions - Areas 1
2 
SCS Runoff 
3.016 
1 
729 
11,340 
_— 
—_— 
os 
Proposed Conditions - Area 1
3 
Reservoir 
0.000 
1 
945 
0 
2 
92.46 
8,264 
Stormwater Basin 1
4 
SCS Runoff 
4.451 
2 
722 
12,587 
— 
— 
ee 
Existing Conditions - Area 2
5 
SCS Runoff 
4.183 
2 
722 
10,971 
— 
— 
— 
Proposed Conditions - Area 3
6 
SCS Runoff 
1.737 
2 
716 
4,119 
— 
—_ 
— 
Roof Drainage
7 
Reservoir(i) 
0.000 
2 
932 
0 
6 
90.32 
3,647 
Roof Infiltration Syst
8 
Combine 
4.183 
2 
722 
10,971 
5,7 
ee 
— 
Proposed area 2 & Roof
9 
Reservoir 
0.000 
2 
1548 
0 
8 
79.25 
6,586 
Stormwater Basin 2
Hotel TR55.gpw 
Return Period: 5 Year 
Monday, Oct 9, 2023

Hydrograph Report 
th
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc, v6.066 
Monday, Oct 9, 2023
Hyd. No. 1
Existing Conditions - Areas 1
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 2.462 cfs
Storm frequency 
= 5yrs 
Time to peak 
= 730 min
Time interval 
= 1 
min 
Hyd. volume 
= 9,725 cuft
Drainage area 
= 1.100 ac 
Curve number 
= 82*
Basin Slope 
= 0.0% 
Hydraulic length 
= Oft
Te method 
= USER 
Time of conc. (Tc) = 15.00 min
Total precip. 
= 4.27 in 
Distribution 
= Type Ill
Storm duration 
= 24hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(0.400 x 55) + (0.700 x 98)} / 1.100
Existing Conditions - Areas 1
Q (cfs) 
Hyd. No. 1 -- 5 Year 
Q (cfs)
3.00 
3.00
2.00 
2.00
1.00 
1.00
|
0.00 
—! 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min)
—— Hyd No. 1

Hydrograph Report 
”
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 2
Proposed Conditions - Area 1
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 3.016 cfs
Storm frequency 
= 5yrs 
Time to peak 
= 729 min
Time interval 
= 1 min 
Hyd. volume 
= 11,340 cuft
Drainage area 
= 1.400 ac 
Curve number 
= 80*
Basin Slope 
= 00% 
Hydraulic length 
= Oft
Tc method 
= USER 
Time of conc. (Tc) = 13.00 min
Total precip. 
= 4.27 in 
Distribution 
= Type Ill
Storm duration 
= 24 hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(0.800 x 98) + (0.600 x 55)] / 1.400
Proposed Conditions - Area 1
Q (ete) 
Hyd. No, 2 -- 5 Year 
(ete)
4.00 
4.00
3.00 
3.00
2.00 
2.00
1.00 
1.00
0.00 
el 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min)
om Hyd No. 2

Hydrograph Report 
i
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 3
Stormwater Basin 1
Hydrograph type 
= Reservoir 
Peak discharge 
= 0.000 cfs
Storm frequency 
= 5yrs 
Time to peak 
= 945 min
Time interval 
= 
1 
min 
Hyd. volume 
= Ocuft
Inflow hyd. No. 
= 2 - Proposed Conditions - Area 1 
Max. Elevation 
= 92.46 ft
Reservoirname 
= Forebay & Stormwater Basin 1 
Max. Storage 
= 8,264 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Stormwater Basin 1
Q (cfs) 
Hyd, No. 3 -- 5 Year 
S 1Be)
4.00 
4.00
3.00 
3.00
2,00 
2.00
1.00 
1.00
0.00 
0.00
0 
300 
600 
900 
1200 
1500 
1800 
2100 
2400 
2700 
3000
Time (min)
a 
Hyd No. 3 
mm Hyd No. 2 
| Total storage used = 8,264 cuft

Hydrograph Report 
‘i
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 4
Existing Conditions - Area 2
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 4.451 cfs
Storm frequency 
= 5yrs 
Time to peak 
= 722 min
Time interval 
= 2 min 
Hyd. volume 
= 12,587 cuft
Drainage area 
= 1.900 ac 
Curve number 
= 75*
Basin Slope 
= 00% 
Hydraulic length 
= Oft
Te method 
= USER 
Time of conc. (Tc) = 15.00 min
Total precip. 
= 4.27 in 
Distribution 
= Type Il
Storm duration 
= 24 hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(1.000 x 55) + (0.900 x 98)] / 1.900
Existing Conditions - Area 2
Q (cfs) 
Hyd. No. 4 -- 5 Year 
Biche)
5,00 
5.00
4.00 
4.00
3.00 
3.00
2.00 
2.00
1.00 
1.00
[ee
0.00 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min)
—— Hyd No. 4

Hydrograph Report 
bi
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 5
Proposed Conditions - Area 3
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 4.183 cfs
Storm frequency 
= 5yrs 
Time to peak 
= 722 min
Time interval 
= 2 min 
Hyd. volume 
= 10,971 cuft
Drainage area 
= 1.700 ac 
Curve number 
= 73"
Basin Slope 
= 0.0% 
Hydraulic length 
= Oft
Te method 
= USER 
Time of conc. (Tc) = 12.00 min
Total precip. 
= 4.27 in 
Distribution 
= Type Il
Storm duration 
= 24 hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(0.700 x 98) + (1.000 x 55)} / 1.700
Proposed Conditions - Area 3
Q (cfs) 
Hyd. No. 5 -- 5 Year 
Q (cts)
5.00 
5.00
4.00 
4.00
3.00 
3.00
2.00 
2.00
1,00 
1.00
0.00 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min)
a—— Hyd No. 5

Hydrograph Report 
*
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc, v6.066 
Monday, Oct 9, 2023
Hyd. No. 6
Roof Drainage
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 1.737 cfs
Storm frequency 
= 5yrs 
Time to peak 
= 716 min
Time interval 
= 2 min 
Hyd. volume 
= 4,119 cuft
Drainage area 
= 0.300 ac 
Curve number 
= 98*
Basin Slope 
= 0.0% 
Hydraulic length 
= Oft
Te method 
= USER 
Time of conc. (Te) = 5.00 min
Total precip. 
= 4.27 in 
Distribution 
= Type Il
Storm duration 
= 24 hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(0.300 x 98)] / 0.300
Roof Drainage
Q (crs) 
Hyd. No. 6 -- 5 Year 
Q (cfs)
2.00 
2.00
1.00 
1.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200
Time (min)
—— Hyd No.6

Hydrograph Report
18
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 7
Roof Infiltration Syst
Monday, Oct 9, 2023
Hydrograph type 
= Reservoir (Interconnected) 
Peak discharge 
= 0.000 cfs
Storm frequency 
= 5yrs 
Time to peak 
= 932 min
Time interval 
= 2 min 
Hyd. volume 
= Ocuft
Upper Pond 
Lower Pond
Pond name 
= Roof Infiltrattion System 
Pond name 
= Forebay & Stormwati
Inflow hyd. 
= 6 - Roof Drainage 
Other Inflow hyd. 
= None
Max. Elevation 
= 90.32 ft 
Max. Elevation 
= 78.25 ft
Max. Storage 
= 2,324 cuft 
Max. Storage 
= 1,323 cuft
Interconnected Pond Routing. Storage Indication method used. Exfiltration extracted from Outflow.
Roof Infiltration Syst
Q (cfs) 
Hyd. No. 7 -- 5 Year 
(ete)
2.00 
2.00
1.00 
1.00
0.00 — 
== 
0.00
0 
360 
720 
1080 
1440 
1800 
2160 
2520 
2880 
3240 
3600
om 
Time (min)
——— Hyd No. 7 
—— Hyd No. 6 
= 
| Total storage used = 3,647 cuft
—— Outflow Pond 3

Hydrograph Report 
m
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 8
Proposed area 2 & Roof
Hydrograph type 
= Combine 
Peak discharge 
= 4.183 cfs
Storm frequency 
= 5yrs 
Time to peak 
= 722 min
Time interval 
= 2 min 
Hyd. volume 
= 10,971 cuft
Inflow hyds. 
= 5,7 
Contrib. drain. area= 1.700 ac
Proposed area 2 & Roof
Q (cfs) 
Hyd. No, 8 -- 5 Year 
Q (cfs)
5.00 
5.00
4.00 
4.00
3.00 
3.00
2.00 
2.00
1.00 
1.00
0.00 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560.
Time (min)
—— Hyd No. 8 
—— Hyd No. 5 
m—— Hyd No. 7

Hydrograph Report
20
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 9
Stormwater Basin 2
Monday, Oct 9, 2023
Hydrograph type 
= Reservoir 
Peak discharge 
= 0.000 cfs
Storm frequency 
= 5yrs 
Time to peak 
= 1548 min
Time interval 
= 2 min 
Hyd. volume 
= 0 cuft
Inflow hyd. No. 
= 8 - Proposed area 2 & Roof 
Max. Elevation 
= 79.25 ft
Reservoirname 
= Forebay & Stormwater Basin 2 
Max. Storage 
= 6,586 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Stormwater Basin 2
Q (cts) A 
Hyd. No. 9 -- 5 Year 
(che)
5.00 
5.00
4.00 
| 
4.00
3.00 
3.00
2.00 
2.00
1.00 
1.00
0.00 
0.00
0 
480 
960 
1440 
1920 
2400 
2880 
3360 
3840 
4320 
4800
Time (min)
—— Hyd No. 9 
——— Hyd No. 8 
____| Total storage used = 6,586 cuft

Hydrograph Summary Report
21
low Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.| 
Hydrograph 
Peak | Time | Timeto 
Hyd. 
Inflow 
Maximum 
Total 
Hydrograph
No. 
type 
flow 
interval] 
peak 
volume 
hyd(s) 
elevation 
strge used 
description
(origin) 
(cfs) 
(min) 
(min) 
(cuft) 
(ft) 
(cuft)
1 
SCS Runoff | 3.125 
1 
730 
12,366 
——- 
— 
— 
Existing Conditions - Areas 1
2 
SCS Runoff 
3.873 
1 
729 
14,559 
oo 
— 
soe 
Proposed Conditions - Area 1
3 
Reservoir 
0.090 
1 
942 
639 
2 
93.03 
10,324 
Stormwater Basin 1
4 
SCS Runoff 
5.903 
2 
722 
16,579 
—_ 
—— 
— 
Existing Conditions - Area 2
5 
SCS Runoff 
5.609 
2 
720 
14,612 
— 
— 
oad 
Proposed Conditions - Area 3
6 
SCS Runoff | 2.047 
2 
716 
4,883 
ne 
ae 
ed 
Roof Drainage
7 
Reservoir(i) 
0.000 
2 
752 
0 
6 
90.69 
4,426 
Roof Infiltration Syst
8 
Combine 
5.609 
2 
720 
14,612 
5,7 
— 
aod 
Proposed area 2 & Roof
9 
Reservoir 
0.000 
2 
1886 
i) 
8 
79.70 
9,383 
Stormwater Basin 2
Hotel TR55.gpw
Return Period: 10 Year
Monday, Oct 9, 2023

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 1
Existing Conditions - Areas 1
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 3.125 cfs
Storm frequency 
= 10 yrs 
Time to peak 
= 730 min
Time interval 
= 
1 
min 
Hyd. volume 
= 12,366 cuft
Drainage area 
= 1.100 ac 
Curve number 
= 82*
Basin Slope 
= 00% 
Hydraulic length 
= Oft
Tc method 
= USER 
Time of conc. (Tc) = 15.00 min
Total precip. 
= 5.02 in 
Distribution 
= Type Ill
Storm duration 
= 24hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(0.400 x 55) + (0.700 x 98)] / 1.100
Existing Conditions - Areas 1
Q (cfs) 
Hyd. No. 4 -- 10 Year 
Q (cfs)
4.00 
4,00
3.00 
3.00
2.00 
2.00
1.00 
1.00
Vee =e
0.00 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min)
——— Hyd No. 1

Hydrograph Report 
ii
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 2
Proposed Conditions - Area 1
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 3.873 cfs
Storm frequency 
= 10 yrs 
Time to peak 
= 729 min
Time interval 
= 1 min 
Hyd. volume 
= 14,559 cuft
Drainage area 
= 1.400 ac 
Curve number 
= 80*
Basin Slope 
= 0.0% 
Hydraulic length 
= Oft
Te method 
= USER 
Time of conc..(Tc) = 13.00 min
Total precip. 
= 5.02 in 
Distribution 
= Type Ill
Storm duration 
= 24 hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(0.800 x 98) + (0.600 x 55)] / 1.400
Proposed Conditions - Area 1
Store) 
Hyd. No. 2 -- 10 Year 
(ets)
4.00 
4.00
3.00 
3.00
2.00 
2.00
1.00 
1.00
ee
0.00 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min)
—— Hyd No. 2

Hydrograph Report 
yi
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 3
Stormwater Basin 1
Hydrograph type 
= Reservoir 
Peak discharge 
= 0.090 cfs
Storm frequency 
= 10 yrs 
Time to peak 
= 942 min
Time interval 
= 1 min 
Hyd. volume 
= 639 cuft
Inflow hyd. No. 
= 2- Proposed Conditions - Area 1 
Max. Elevation 
= 93.03 ft
Reservoirname 
= Forebay & Stormwater Basin 1 
Max. Storage 
= 10,324 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Stormwater Basin 1
Q (cfs) 
Hyd. No. 3 -- 10 Year 
Q (cfs)
4.00 
4.00
3.00 
3.00
2.00 
2.00
1.00 
1.00
0.00 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200
Time (min)
—— Hyd No. 3 
m= Hyd No. 2 
| Total storage used = 10,324 cuft

Hydrograph Report 
"
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 4
Existing Conditions - Area 2
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 5.903 cfs
Storm frequency 
= 10 yrs 
Time to peak 
= 722 min
Time interval 
= 2 min 
Hyd. volume 
= 16,579 cuft
Drainage area 
= 1.900 ac 
Curve number 
= 75*
Basin Slope 
= 0.0% 
Hydraulic length 
= 0 ft
Te method 
= USER 
Time of conc. (Tc) = 15.00 min
Total precip. 
= §.02 in 
Distribution 
= Type Il
Storm duration 
= 24 hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(1.000 x §5) + (0.900 x 98)] / 1.900
Existing Conditions - Area 2
Q (cts) 
Hyd. No. 4 -- 10 Year 
Q (cts)
6.00 
6.00
5.00 
5.00
4.00 
4.00
3.00 
3.00
2.00 
2.00
1.00 
1.00
0.00 
me, 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min)
—— Hyd No. 4

Hydrograph Report 
ai
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc, v6.066 
Monday, Oct 9, 2023
Hyd. No. 5
Proposed Conditions - Area 3
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 5.609 cfs
Storm frequency 
= 10 yrs 
Time to peak 
= 720 min
Time interval 
= 2 min 
Hyd. volume 
= 14,612 cuft
Drainage area 
= 1.700 ac 
Curve number 
= 73*
Basin Slope 
= 0.0% 
Hydraulic length 
= Oft
Te method 
= USER 
Time of conc. (Tc) = 12.00 min
Total precip. 
= 5.02 in 
Distribution 
= Type Il
Storm duration 
= 24hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(0.700 x 98) + (1.000 x 55)] / 1.700
Proposed Conditions - Area 3
Q (ets) 
Hyd. No, 5 - 10 Year 
Q (cfs)
6.00 
6.00
5.00 
5.00
4.00 
4.00
3.00 
3.00
2.00 
2.00
1.00 
1.00
0.00 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min)
—— Hyd No. 5

Hydrograph Report 
ai
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 6
Roof Drainage
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 2.047 cfs
Storm frequency 
= 10 yrs 
Time to peak 
= 716 min
Time interval 
= 2 min 
Hyd. volume 
= 4,883 cuft
Drainage area 
= 0.300 ac 
Curve number 
= 98*
Basin Slope 
= 0.0% 
Hydraulic length 
= Oft
Te method 
= USER 
Time of conc. (Tc) = 5.00 min
Total precip. 
= 5.02 in 
Distribution 
= Type Il
Storm duration 
= 24hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(0.300 x 98)] / 0.300
Roof Drainage
Q (cfs) 
Hyd. No. 6 -- 10 Year 
Q (cfs)
3.00 
: 
3.00
2.00 
2.00
1.00 
1.00
0.00 
~ 0.00
0) 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200
Time (min)
——— Hyd No. 6

Hydrograph Report 
a
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 7
Roof Infiltration Syst
Hydrograph type 
= Reservoir (Interconnected) 
Peak discharge 
= 0.000 cfs
Storm frequency 
= 10 yrs 
Time to peak 
= 752 min
Time interval 
= 2 min 
Hyd. volume 
= Ocuft
Upper Pond 
' Lower Pond
Pond name 
= Roof Infiltrattion System 
Pond name 
= Forebay & Stormwati
Inflow hyd. 
= 6 - Roof Drainage 
Other Inflow hyd. 
= None
Max. Elevation 
= 90.69 ft 
Max. Elevation 
= 78.35 ft
Max. Storage 
= 2,606 cuft 
Max. Storage 
= 1,820 cuft
Interconnected Pond Routing. Storage Indication method used. Exfiltration extracted from Outflow.
Roof Infiltration Syst
Shere 
Hyd. No. 7 ~ 10 Year 
Gets)
3.00 
3.00
2.00 
- 
2.00
1.00 
1.00
0.00 = 
0.00
0 
360 
720 
1080 
1440 
1800 
2160 
2520 
2880 
3240 
3600 
3960
— 
Time (min)
sw Hyd No. 7 
w= Hyd No. 6 
| Total storage used = 4,426 cuft
——- Outflow Pond 3

Hydrograph Report 
a
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 8
Proposed area 2 & Roof
Hydrograph type 
= Combine 
Peak discharge 
= 5.609 cfs
Storm frequency 
= 10 yrs 
Time to peak 
= 720 min
Time interval 
= 2 min 
Hyd. volume 
= 14,612 cuft
Inflow hyds. 
= 5,7 
Contrib. drain. area= 1.700 ac
Proposed area 2 & Roof
Q (cfs) 
Hyd. No. 8 -- 10 Year 
Q (cfs)
6.00 
6.00
5.00 
5.00
4.00 
4.00
3.00 
3.00
2.00 
2.00
4.00 
1.00
0.00 
ae, 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560.
Time (min)
————~ Hyd No. 8 
meme Hyd No. 5 
sm Hyd No. 7

Hydrograph Report 
"
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 9
Stormwater Basin 2
Hydrograph type 
= Reservoir 
Peak discharge 
= 0.000 cfs
Storm frequency 
= 10 yrs 
Time to peak 
= 1886 min
Time interval 
= 2 min 
Hyd. volume 
= Ocuft
Inflow hyd. No. 
= 8 - Proposed area 2 & Roof 
Max. Elevation 
= 79.70 ft
Reservoirname 
= Forebay & Stormwater Basin 2 
Max. Storage 
= 9,383 cuft
Storage Indication method used. Exfiltration extracted from Outflow,
Stormwater Basin 2
Rote) 
Hyd. No. 9 -- 10 Year 
Qisha
6.00 
6.00
5.00 
5.00
4.00 
4.00
3.00 
3.00
2.00 
2.00
1.00 
1.00
0.00 
0.00
0 
480 
960 
1440 
1920 
2400 
2880 
3360 
3840 
4320 
4800 
5280
Time (min)
—— Hyd No. 9 
——— Hyd No. 8 
__| Total storage used = 9,383 cuft

Hydrograph Summary Repoyt
31
low Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.| 
Hydrograph 
Peak | Time | Timeto 
Hyd. 
Inflow 
Maximum 
Total 
Hydrograph
No. 
type 
flow 
interval| 
peak 
volume 
hyd(s) 
elevation 
strge used 
description
(origin) 
(cfs) 
(min) 
(min) 
(cuft) 
(ft) 
(cuft)
1 
SCS Runoff | 4.055 
7 
730 
16,141 
wees 
—-- 
— 
Existing Conditions - Areas 1
2 
SCS Runoff 
5.084 
1 
729 
19,187 
— 
—_— 
ae 
Proposed Conditions - Area 1
3 
Reservoir 
0.574 
41 
775 
4,786 
2 
93.14 
10,856 
Stormwater Basin 1
4 
SCS Runoff 
7.995 
2 
722 
22,415 
— 
eee 
— 
Existing Conditions - Area 2
5 
SCS Runoff 
7.702 
2 
720 
19,973 
a 
—_ 
— 
Proposed Conditions - Area 3
6 
SCS Runoff 
2.475 
2 
716 
5,944 
oo 
= 
— 
Roof Drainage
7 
Reservoir(i) 
0.000 
2 
1006 
0 
6 
91.16 
5,505 
Roof Infiltration Syst
8 
Combine 
7.702 
2 
720 
19,973 
5,7 
se 
— 
Proposed area 2 & Roof
9 
Reservoir 
0.000 
2 
2426 
0 
8 
80.31 
13,649 
Stormwater Basin 2
Hotel TR55.gpw
Return Period: 25 Year
Monday, Oct 9, 2023

Hydrograph Report 
.
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 1
Existing Conditions - Areas 1
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 4.055 cfs
Storm frequency 
= 25 yrs 
Time to peak 
= 730 min
Time interval 
= 1 min 
Hyd. volume 
= 16,141 cuft
Drainage area 
= 1.100 ac 
Curve number 
= 82*
Basin Slope 
= 0.0% 
Hydraulic length 
= Oft
Te method 
= USER 
Time of conc. (Tc) = 15.00 min
Total precip. 
= 6.06 in 
Distribution 
= Type Ill
Storm duration 
= 24 hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(0.400 x 55) + (0.700 x 98)] / 1.100
Existing Conditions - Areas 1
ie) 
Hyd. No. 1 -- 25 Year 
& (cfs)
5.00 
5.00
4.00 
4.00
3.00 
3.00
2.00 
2.00
1.00 
= 
1.00
) ee
0.00 
= 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min
—— Hyd No. 1 
wane

Hydrograph Report 
vi
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 2
Proposed Conditions - Area 1
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 5.084 cfs
Storm frequency 
= 25 yrs 
Time to peak 
= 729 min
Time interval 
= 1 
min 
Hyd. volume 
= 19,187 cuft
Drainage area 
= 1.400 ac 
Curve number 
= 80*
Basin Slope 
= 0.0% 
Hydraulic length 
= Oft
Te method 
= USER 
Time of conc. (Tc) = 13.00 min
Total precip. 
= 6.06 in 
Distribution 
= Type Ill
Storm duration 
= 24 hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(0.800 x 98) + (0.600 x 55)] / 1.400
Proposed Conditions - Area 1
Q (cfs) 
Hyd. No, 2 - 25 Year 
Q (cfs)
6.00 
6.00
5,00 
5.00
4.00 
4.00
3.00 
3.00
2.00 
2.00
1.00 
1.00
~, 
Neo ee
0.00 
0.00
0 
120. 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min)
——— Hyd No. 2

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 3
Stormwater Basin 1
Hydrograph type 
= Reservoir 
Peak discharge 
= 0.574 cfs
Storm frequency 
= 25 yrs 
Time to peak 
= 775 min
Time interval 
= 
1 
min 
Hyd. volume 
= 4,786 cuft
Inflow hyd. No. 
= 2 - Proposed Conditions - Area 1 
Max. Elevation 
= 93.14 ft
Reservoirname 
= Forebay & Stormwater Basin 1 
Max. Storage 
= 10,856 cuft
Storage Indication method used. Exfiltration extracted from Outflow,
Stormwater Basin 1
{cle} 
Hyd, No. 3 25 Year 
@ (ols)
6.00 
6.00
5.00 
5.00
4.00 
4.00
3.00 
3.00
2.00 
2.00
1.00 
1.00
0.00 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320
Time (min)
—— Hyd No. 3 
~— Hyd No. 2 
[ 
| Total storage used = 10,856 cuft

Hydrograph Report 
al
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 4
Existing Conditions - Area 2
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 7.995 cfs
Storm frequency 
= 25 yrs 
Time to peak 
= 722 min
Time interval 
= 2 min 
Hyd. volume 
= 22,415 cuft
Drainage area 
= 1.900 ac 
Curve number 
= 75*
Basin Slope 
= 00% 
Hydraulic length 
= Oft
Te method 
= USER 
Time of conc. (Tc) = 15.00 min
Total precip. 
= 6.06 in 
Distribution 
= Type Il
Storm duration 
= 24 hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(1.000 x 55) + (0.900 x 98)] / 1.900
Existing Conditions - Area 2
Q (cfs) 
Hyd. No, 4 ~- 25 Year 
Q (crs)
8.00 
8.00
6.00 
6.00
4.00 
4.00
2.00 
2.00
0.00 
es 
— 
0.00
0 
120. 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min)
—— Hyd No. 4

Hydrograph Report 
i.
Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 5
Proposed Conditions - Area 3
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 7.702 cfs
Storm frequency 
= 25 yrs 
Time to peak 
= 720 min
Time interval 
= 2 min 
Hyd. volume 
= 19,973 cuft
Drainage area 
= 1.700 ac 
Curve number 
= 73*
Basin Slope 
= 00% 
Hydraulic length 
= Oft
Te method 
= USER 
Time of conc. (Tc) = 12.00 min
Total precip. 
= 6.06 in 
Distribution 
= Type Il
Storm duration 
= 24hrs 
Shape factor 
= 484
* Composite (Area/CN) = (0.700 x 98) + (1.000 x 55)] / 1.700
Proposed Conditions - Area 3
Q (ets) 
Hyd. No. 5 -- 25 Year 
Q (cfs)
8.00 
8.00
6.00 
6.00
4.00 
4.00
2.00 
2.00
0.00 
ae, 
0.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200 
1320 
1440 
1560
Time (min)
—— Hyd No. 5

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 
Monday, Oct 9, 2023
Hyd. No. 6
Roof Drainage
Hydrograph type 
= SCS Runoff 
Peak discharge 
= 2.475 cfs
Storm frequency 
= 25 yrs 
Time to peak 
= 716 min
Time interval 
= 2 min 
Hyd. volume 
= 5,944 cuft
Drainage area 
= 0.300 ac 
Curve number 
= 98*
Basin Slope 
= 0.0% 
Hydraulic length 
= Oft
Tc method 
= USER 
Time of conc. (Tc) = 5.00 min
Total precip. 
= 6.06 in 
Distribution 
= Type Il
Storm duration 
= 24 hrs 
Shape factor 
= 484
* Composite (Area/CN) = [(0.300 x 98)] / 0.300
Roof Drainage
Q (crs) 
Hyd. No. 6 -- 25 Year 
Q (cfs)
3.00 
3.00
2.00 
2.00
1.00 
1.00
0 
120 
240 
360 
480 
600 
720 
840 
960 
1080 
1200
Time (min)
—— Hyd No.6

Hydrograph Report 
cs
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc, v6.066 
Monday, Oct 9, 2023
Hyd. No. 7
Roof Infiltration Syst
Hydrograph type 
= Reservoir (Interconnected) 
Peak discharge 
= 0.000 cfs
Storm frequency 
= 25 yrs 
Time to peak 
= 1006 min
Time interval 
= 2 min 
Hyd. volume 
= Ocuft
Upper Pond 
Lower Pond
Pond name 
= Roof Infiltration System 
Pond name 
= Forebay & Stormwati
Inflow hyd. 
= 6 - Roof Drainage 
Other Inflow hyd. 
= None
Max. Elevation 
= 91.16 ft 
Max. Elevation 
= 78.49 ft
Max. Storage 
= 2,970 cuft 
Max. Storage 
= 2,536 cuft
Interconnected Pond Routing. Storage Indication method used. Exfiltration extracted from Outflow.
Roof Infiltration Syst
Q (cfs) 
Hyd. No. 7 -- 25 Year 
O(a)
3.00 
3.00
2.00 
2.00
4.00 
1.00
0.00 = 
0,00
) 
360 
720. 
1080 
1440 
1800 
2160 
2520 
2880 
3240 
3600 
3960
——— 
Time (min)
—— Hyd No. 7 
—— Hyd No. 6 
{ 
| Total storage used = 5,505 cuft
—— Outflow Pond 3

Hydrograph Report 
*
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc, v6.066 
‘Monday, Oct 9, 2023
Hyd. No. 8
Proposed area 2 & Roof
Hydrograph type 
= Combine 
Peak discharge 
= 7.702 cfs
Storm frequen