20190111 Ver 2_Yonkers_Stormwater_Analysis_20210212

Yonkers Road Improvements
Storm Drain Calculations,
Stormwater Analysis and Erosion
Control Calculations
Prepared For:
The City of Raleigh, North Carolina
Public Works Department

Prepared By
Rummel, Klepper & Kahl, LLP
900 Ridgefield Drive – Suite 350
Raleigh, NC 27609
[phone]
NC Firm License No. F-1185

Development Review Submittal

October 2017
For Review Only-
Do Not Use For Construction
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
10/17/2017
Yonkers Road Improvements
Stormwater Analysis
1

Existing Yonkers Road

Introduction

The City of Raleigh proposes to
improve Yonkers Road from Capital
Boulevard to New Bern Avenue. The
existing typical section is primarily
open shoulder. The roadway
generally has one lane in each
direction but has turn lanes in some
locations. There are almost no
sidewalks along the roadway with
limited connectivity to the surrounding
area. The roadway improvement
project will create a consistent curb
and gutter section with a multi-use
path on the south side of the road.
The roadway crosses three
jurisdictional streams including Marsh
Creek and one of its tributaries as
well as one unnamed tributary to Crabtree Creek. There are two wetlands that have been
delineated along the project. The streams, associated buffers and wetlands are all shown
on the roadway plans. The surrounding development along the south side of the roadway
is commercial/industrial. Interstate 440 runs parallel to Yonkers road to the north. Only
limited opportunity for additional development exists along the corridor.

The purpose of this stormwater analysis is to identify the major stormwater management
requirements for the project and show how the current design meets regulatory
requirements while minimizing maintenance, construction costs and right-of-way impacts.

Assumptions

The stormwater management design included in the current design builds on the
preliminary stormwater plans that were submitted with previous roadway submittals. The
features that were selected for final design were selected from the stormwater matrix
developed at those stages.

Borings to determine the Seasonal High Water Table (SHWT) at each bioretention cell was
conducted by Three Oaks Engineering. The results of these borings can be seen in the
appendix at the end of this document.

Yonkers Road lies within North Carolina’s Neuse River Basin. The land area within the
Neuse River Basin is subject to the Neuse Buffer Rules. Based on a review of the rules
and conversations with City stormwater staff the following rules are expected to apply to
the project:

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Yonkers Road Improvements
Stormwater Analysis
2

· 85% Total Suspended Solids (TSS) removal should be provided for the pavement
area in excess of the existing amount of pavement within the corridor. TSS
treatment can be provided at any location along the project regardless of outfall.
· A maximum increase of 10% will be allowed in peak discharge at each outfall along
the corridor. Outfalls will be checked for capacity regardless of the increase or
decrease in peak discharge rate.
· No new concentrated discharge points can be created within the existing stream
buffers.
· Nitrogen and Phosphorus removal will be provided via the Stormwater Control
Measures required to meet 85% TSS removal as noted above. Nutrient removal will
be provided to get the nutrient export from the project area below the maximum rate
before buy down of 10 lbs/acre/year.
· No rise in the FEMA floodway & floodplain; 1044 CY was added in the floodplain, so
an additional 1044 CY was cut from -L- Station 11+15 to 15+00 to balance
earthwork in this sensitive area

Summary of Impervious Areas and Treatment Requirements

To determine the amount of stormwater quality treatment that will be required an
accounting of the existing impervious area as well as the proposed impervious area was
completed for the project corridor. A summary of the impervious areas and the preliminary
increase caused by the project is given in Table 1.

Table 1 – Summary of Impervious Areas
Condition Impervious Area (Acres)
Existing Impervious 8.94
Proposed Impervious 11.93
Change in Impervious 2.99

The increase in impervious area from 8.94 acres to 11.93 acres represents an
approximately 33% increase from the existing condition. The increase in impervious area
is primarily attributed to the following characteristics of the proposed design:
· New multi-purpose path on the south side of the road
· Additional concrete islands
· Bulb for U-turn safety

Treatment for 85% TSS Removal

The stormwater quality treatment objective for the project is to try to treat an amount of
impervious area equal to the increase in impervious area for the project. As noted
above the increase in impervious area is 2.99 acres for the project. The stormwater
control measures proposed for the project provide treatment for 2.52 acres of
impervious surface. Table 2 provides a summary of the water quality treatment
proposed for the project.
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Yonkers Road Improvements
Stormwater Analysis
3

Table 2 – Summary of Water Quality Treatment

Nutrient Accounting

The stormwater control measures proposed for the project also provide nutrient removal.
Table 3 provides a summary of the nutrient loading rates for the project based on the City
of Raleigh Stormwater Manual (Apportioning Method). Bioretention cells designed for the
full water quality volume provide Nitrogen removal rates as shown in the NCDENR BMP
Design Manual. Removal rates for the BMPs are shown in Table 4.

Nitrogen export was calculated using the City’s apportioning method. The project boundary
for calculations was assumed to be the control of access fence between Yonkers Road/I-
440 to the North and the back property line of the parcels to the South. Approximately 6.75
lb/yr of Nitrogen will need to be removed by BMPs before nutrient buy down can be utilized.

Table 3 – Summary of Nitrogen Export – Existing Conditions
(1) Type of Land
Cover
(2) Site Area
(ac)
(3) TN Export
Coef
(lb\ac\yr)
TN
Watershed
Export
(lb\yr)
(5) TN
Export from
Site
(lb\ac\yr)
Undisturbed Open 0.00 0.60 0.00 -
Managed Open 9.32 1.20 11.18 -
Impervious 8.94 21.20 189.53 -
Total 18.26 - 200.71 -
Average for Site - - - 10.99
Stormwater Feature Impervious
Drainage
Area (Ac)
Required
WQv (Ft3)
Provided
WQv (Ft3)
Bioretention Cell B-1 0.12 407 615
Bioretention Cell B-2 0.17 587 704
Bioretention Cell B-3 0.12 427 854
Bioretention Cell B-4 0.25 871 1143
Bioretention Cell B-5 0.18 701 1268
Bioretention Cell B-6 0.20 694 1082
Bioretention Cell B-7 0.15 526 994
Bioretention Cell B-8 0.10 369 609
Bioretention Cell B-9 0.33 1149 1195
Bioretention Cell B-10 0.22 773 1012
Bioretention Cell B-11 0.53 1857 1857
Bioretention Cell B-12 0.15 536 762
Total 2.52 8,896 12,095
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Yonkers Road Improvements
Stormwater Analysis
4

Table 4 – Summary of Nitrogen Removal from BMPs

(1) Type of Land
Cover
(2) Site Area
(ac)
(3) TN Export
Coef
(lb\ac\yr)
TN
Watershed
Export
(lb\yr)
Removal
Rate (%)
TN
Export
Post
BMP
(lb\yr)
(5) TN
Export
from Site
(lb\ac\yr)
Bioretention Cell B1
Undisturbed Open 0.00 0.60 0.00
40.00
0.00 -
Managed Open 0.02 1.20 0.03 0.02 -
Impervious 0.12 21.20 2.48 1.49 -
Bioretention Cell B2
Undisturbed Open 0.00 0.60 0.00
40.00
0.00 -
Managed Open 0.06 1.20 0.07 0.04 -
Impervious 0.17 21.20 3.54 2.13 -
Bioretention Cell B3
Undisturbed Open 0.00 0.60 0.00
40.00
0.00 -
Managed Open 0.06 1.20 0.07 0.04 -
Impervious 0.12 21.20 2.56 1.54 -
Bioretention Cell B4
Undisturbed Open 0.00 0.60 0.00
40.00
0.00 -
Managed Open 0.08 1.20 0.10 0.06 -
Impervious 0.25 21.20 5.26 3.16 -
Bioretention Cell B5
Undisturbed Open 0.00 0.60 0.00
40.00
0.00 -
Managed Open 0.42 1.20 0.51 0.30 -
Impervious 0.18 21.20 3.84 2.30 -
Bioretention Cell B6
Undisturbed Open 0.00 0.60 0.00
40.00
0.00 -
Managed Open 0.07 1.20 0.09 0.05 -
Impervious 0.20 21.20 4.18 2.51 -
Bioretention Cell B7
Undisturbed Open 0.00 0.60 0.00
40.00
0.00 -
Managed Open 0.04 1.20 0.05 0.03 -
Impervious 0.15 21.20 3.19 1.91 -
Bioretention Cell B8
Undisturbed Open 0.00 0.60 0.00
40.00
0.00 -
Managed Open 0.05 1.20 0.06 0.03 -
Impervious 0.10 21.20 2.22 1.33 -
Bioretention Cell B9
Undisturbed Open 0.00 0.60 0.00
40.00
0.00 -
Managed Open 0.08 1.20 0.10 0.06 -
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Yonkers Road Improvements
Stormwater Analysis
5

Impervious 0.33 21.20 6.97 4.18 -
Bioretention Cell B10
Undisturbed Open 0.00 0.60 0.00
40.00
0.00 -
Managed Open 0.08 1.20 0.10 0.06 -
Impervious 0.22 21.20 4.66 2.80 -
Bioretention Cell B11
Undisturbed Open 0.00 0.60 0.00
40.00
0.00 -
Managed Open 0.18 1.20 0.22 0.13 -
Impervious 0.53 21.20 11.21 6.73 -
Bioretention Cell B12
Undisturbed Open 0.00 0.60 0.00
40.00
0.00 -
Managed Open 0.06 1.20 0.07 0.04 -
Impervious 0.15 21.20 3.22 1.93 -
Untreated Portions of Project
Undisturbed Open 0.00 0.60 0.00
0.00
0.00 -
Managed Open 8.12 1.20 9.74 9.74 -
Impervious 6.59 21.20 139.73 139.73 -

Totals 18.43 182.34
Average for Site 9.90
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Yonkers Road Improvements
Stormwater Analysis
6

Peak Flow Rates

An analysis was conducted to determine the peak flow rate at outfalls along the project. Table 5
summarizes the peak flow rates at each outfall along the project. Outfall locations and drainage
areas are shown in the calculation section of this report.

Table 5 – Summary of Peak Discharges
Outfall Pre Development
Discharge (cfs)
Post
Development
Discharge (cfs)
Change (cfs) Change (%)
1 10.5 10.9 0.4 3.95
2 35.9 36.6 0.7 1.82
3 107.6 110.5 2.8 2.63
4 28.3 29.5 1.2 4.36
5 51.3 51.0 -0.3 -0.62
6 36.2 36.9 0.6 1.72
7 2.3 2.9 0.5 23.48
8 24.5 24.4 -0.1 -0.41
9 7952.8 7954.7 1.9 0.02
10 698.0 698.2 0.2 0.03
11 4.9 5.7 0.9 17.44
11A 18.5 19.4 0.9 4.64
12 0.3 0.4 0.1 8.94
13 1.0 1.0 0.0 0.78
14 6.7 6.7 0.0 0.06

Outfall 1: is an existing 18” pipe under Yonkers road near the intersection with Capital Blvd. The
pipe outlets to the buffer zone at the culvert for Crabtree Creek. Increases to the peak flow rate
at this location are small and flooding is not a concern at this location. No additional
improvements are recommended at this outfall.

Outfall 2: is an existing 30” pipe that crosses under Ratchford drive and outlets to the buffer
zone upstream of the culvert for Crabtree Creek. The outfall is slightly off the project limits but
we are proposing a drainage system to tie to an existing system which outlets to this 30” pipe.
Increases to the peak flow rate at this location are small and flooding is not a concern at this
location. No additional improvements are recommended at this outfall.

Outfall 3: is where an existing 54” and 42” pipes converge to outlet to an existing 48” pipe.
Increases to the peak flow rate at this location are small and flooding is not a concern at this
location. No additional improvements are recommended at this outfall.

Outfall 4: is an existing ditch which travels between properties and eventually travels through
existing pipes to Crabtree Creek. In the existing condition, water sheet flowed off the road and
traveled between these properties. Once proposed curb and gutter is constructed, the existing
ditch will need to be reestablished and tied down to. The outfall calculation was taken at the end
of the property lines where the ditch ends at the creek/existing pipe. No additional improvements
are recommended at this outfall.

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Yonkers Road Improvements
Stormwater Analysis
7

Outfall 5: is where existing 30” and 18” pipes converge to outfall to Crabtree Creek. The project
will cause a decrease in the peak flow rate at this outfall. No additional improvements are
recommended at this outfall.

Outfall 6: is an existing 30” pipe that travels under the First Assembly of God Church of Raleigh.
The project will cause an increase in the peak flow rate at this outfall. The 30” pipe leaving
outfall 6 was analyzed for capacity and was found to provide adequate capacity during the 10-
year storm. No additional improvements are recommended at this outfall.

Outfall 7: is an existing 15” pipe that travels along the side of the building on parcel 20. The
project will cause a small increase in the peak flow rate at this outfall, but an overall increase of
23%. The 15” pipe leaving outfall 7 was analyzed for capacity and was found to provide
adequate capacity during the 10-year storm. No additional improvements are recommended at
this outfall.

Outfall 8: is an existing 24” pipe that travels along the side of the building on parcel 20. The
project will cause a decrease in the peak flow rate at this outfall. No additional improvements are
recommended at this outfall.

Outfall 9: is the existing 3 @ 9’x11’ RCBC at Marsh Creek. Increases to the peak flow rate at
this location are minimal and flooding is not a concern at this location. No additional
improvements are recommended at this outfall.

Outfall 10: is the existing 7’x7’ RCBC and Unnamed tributary of Marsh Creek. Increases to the
peak flow rate at this location are minimal and flooding is not a concern at this location. No
additional improvements are recommended at this outfall.

Outfall 11: is an existing roadside ditch along the entrance to St. David’s School. This ditch
continues along the property and eventually travels to an existing 15” pipe. The project increases
the peak flow rate at the proposed ditch tie-in by more than 10% and therefore an outfall
analysis was conducted to prove stabilization. An additional outfall site, 11A, was conducted
about 600’ downstream at the entrance to the existing 15” pipe. These calculations show the
increase in peak flow rate being less than 5% at this downstream location. See Outfall Capacity
Calculations to show stability with grass, no additional improvements are recommended at this
outfall.

Outfall 12: is an existing roadside ditch along the entrance to the Carolina Freightliner property.
Increases to the peak flow rate at this location are small and flooding is not a concern at this
location. No additional improvements are recommended at this outfall.

Outfall 13: is an existing roadside ditch along the entrance to the Carolina Freightliner property.
Increases to the peak flow rate at this location are small and flooding is not a concern at this
location. No additional improvements are recommended at this outfall.

Outfall 14: is an existing outfall where both the existing 15” pipe under Yonkers Rd. and the
currently under construction driveway on Parcel 32, outlets to. Increases to the peak flow rate at
this location are small and flooding is not a concern at this location. No additional improvements
are recommended at this outfall.

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619

STORM DRAIN COMPUTATIONS

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
04EX1 0410 L 12+83 68 Lt JB W/ MH 198.62 0.007 0.500 0.00 0.00 0.0 0.3 0.0 0.3
04EX1 0408 L 13+20 32 Lt COR CB 198.97 0.005 0.040 0.16 0.85 5.0 5.7 0.8 0.0 0.8 4.0 0.8 0.0 409
04EX1 0407 L 13+20 3 Rt DI 200.82 0.005 0.040 0.14 0.85 5.0 5.7 0.7 0.0 0.7 4.4 0.6 0.1 406 5' MAX SPREAD
04EX1 0409 L 13+64 32 Lt COR CB 199.58 0.003 0.015 0.04 0.85 5.0 5.7 0.2 0.0 0.2 4.0 0.2 0.0 403
04EX1 0406 L 13+40 3 Rt DI 200.67 0.004 0.028 0.01 0.80 5.0 5.7 0.1 0.1 0.1 3.0 0.1 0.0
04EX1 0405 L 13+40 21 Rt COR CB 200.73 0.004 0.012 0.00 0.85 5.0 5.7 0.0 0.0 0.0 1.5 0.0 0.0 409
04EX1 0403 L 14+55 17 Rt COR CB 199.59 SAG 0.040 0.35 0.85 5.0 5.7 1.7 0.0 1.7 2.9 N/A N/A
04EX1 0404 L 14+55 53 Rt OEP 202.00 0.003 0.500 0.76 0.69 10.0 0.0 0.0 0.0 0.0 SEE PIPE DATA (10min Tc, 0.6 C value) BYPASS TO INLET ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET5/9/2016
ROADWAY RUNOFF
Wake
Yonkers Rd.
INLETLOCATION
Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
04EX1 410 1.47 1.13 37 11 11 5.7 6.4 198.62
194.50
0.00
193.94 0.015 0.003 18 C 13.0 7.3 4.12 195.55
04EX1 408 1.47 1.13 42 5 11 11 5.7 6.4 198.97
194.68
198.62
194.50 0.004 0.003 18 C 7.5 4.9 4.29 195.87
04EX1 407 1.26 0.95 35 5 11 11 5.7 5.4 200.82
195.16
198.97
194.93 0.007 0.006 15 C 5.7 5.5 5.66 196.47
04EX1 409 0.04 0.04 33 5 5 5 7.3 0.3 199.58
195.93
198.97
194.93 0.030 15 C 9.0 4.1 3.65 196.20
04EX1 406 1.13 0.84 21 5 11 10 5.9 4.9 200.67
195.27
200.82
195.16 0.005 0.005 15 C 4.9 4.0 5.41 196.74
04EX1 405 1.12 0.83 18 5 11 10 5.9 4.8 200.73
195.36
200.67
195.27 0.005 0.005 15 C 4.9 3.9 5.38 196.99
04EX1 403 1.11 0.82 116 5 10 10 5.9 4.8 199.59
195.94
200.73
195.36 0.005 0.005 15 C 4.9 3.9 3.65 197.73
04EX1 404 0.76 0.53 35 10 10 10 5.9 3.1 202.00
196.40
199.59
195.94 0.013 15 C 8.0 2.5 5.60 197.90 SEE PIPE DATA SHEET, 50 YR
STORM
5/9/2016
Yonkers Rd.FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIAL0405 0406
0410 04EX1
0408 0410
0407 0408
0409 0408
0406 0407
0403 0405
0404 0403 LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)Wake
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
04EX2 0414 L 18+75 27 Lt REPLACE OTCB 202.02 SAG 0.500 1.07 0.75 5.0 5.7 4.6 0.0 4.6 1.2 N/A N/A EX. OTCB BROKEN
04EX2 0413 L 18+75 13 Lt COR CB 203.89 0.018 0.020 0.01 0.85 5.0 5.7 0.0 0.0 0.0 2.0 0.0 0.0
04EX2 0412 L 19+40 13 Lt COR CB 205.19 0.022 0.020 0.00 0.85 5.0 5.7 0.0 0.0 0.0 0.8 0.0 0.0 413
04EX2 0411 L 19+40 13 Rt COR CB 204.67 0.022 0.020 0.21 0.85 5.0 5.7 1.0 0.0 1.0 5.0 0.9 0.1
04EX2 0506 L 21+20 13 Rt COR CB 209.32 0.032 0.040 0.06 0.85 5.0 5.7 0.3 0.0 0.3 1.5 0.3 0.0 411
04EX2 0504 L 22+70 15 Rt JB W/MH 215.85 0.037 0.015 0.00 0.00 0.0 5.6 0.0 5.6
04EX2 0503 L 24+73 13 Rt COR CB 221.83 0.030 0.015 0.09 0.85 5.0 5.7 0.4 0.0 0.4 2.7 0.4 0.0 505
04EX2 0505 L 22+70 13 Lt COR CB 215.02 0.037 0.015 0.24 0.85 5.0 5.7 1.1 0.0 1.1 5.5 0.8 0.3
04EX2 0502 L 27+10 13 Rt COR CB 228.98 0.038 0.020 0.03 0.85 5.0 5.7 0.2 0.0 0.2 1.4 0.2 0.0 503
04EX2 0501 L 28+40 13 Rt COR CB 233.48 0.028 0.040 0.13 0.85 5.0 5.7 0.6 0.0 0.6 2.1 0.6 0.0
5/13/2016
ROADWAY RUNOFF
WAKE
YONKERS RD.
INLETLOCATION
ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET BYPASS TO INLETPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
04EX2 414 1.84 1.46 104 5 21 21 4.4 6.4 202.02
199.70
0.00
196.97 0.026 0.003 18 C E 13.0 9.4 2.32 200.85 EXISTING BOX DEPTH=2.32'
04EX2 413 0.77 0.66 14 5 21 21 4.4 2.9 203.89
200.24
202.02
199.70 0.039 15 C 9.0 7.3 3.65 201.12
04EX2 412 0.76 0.65 65 5 21 21 4.4 2.9 205.19
200.89
203.89
200.24 0.010 15 C 7.0 5.4 4.30 201.76
04EX2 411 0.76 0.65 26 5 21 21 4.4 2.9 204.67
201.02
205.19
200.89 0.005 15 C 4.9 3.1 3.65 201.96 BOX DROPPED FOR
UNDERDRAIN TIE-IN
04EX2 506 0.55 0.46 179 5 19 19 4.6 2.1 209.32
205.67
204.67
201.02 0.026 15 C 9.0 7.0 3.65 206.29
04EX2 504 0.49 0.42 147 17 17 4.7 2.0 215.85
211.23
209.32
205.67 0.038 15 C 9.0 7.9 4.62 211.94
04EX2 503 0.25 0.21 206 5 13 13 5.2 1.1 221.83
218.18
215.85
211.23 0.034 15 C 9.0 6.4 3.65 218.62
04EX2 505 0.24 0.20 28 5 5 5 7.3 1.5 215.02
211.37
215.85
211.23 0.005 15 C 4.9 2.0 3.65 212.05
04EX2 502 0.17 0.14 237 5 8 8 6.4 0.9 228.98
225.33
221.83
218.18 0.030 15 C 9.0 5.8 3.65 225.71
04EX2 501 0.13 0.11 128 5 5 5 7.3 0.8 233.48
229.83
228.98
225.33 0.035 15 C 9.0 6.0 3.65 230.31LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)0504 0506
0414 04EX2
0413 0414
0412 0413
0411 0412
0506 0411
0502 0503
0501 0502
0503 0504
0505 0504
5/13/2016
YONKERS RD.FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIALPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:AKS
DESCRIPTION:REVD BY:DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
07EX1 0610 L 38+42 36 Rt 2GIB 219.78 SAG 0.500 0.03 0.65 5.0 5.7 0.1 0.0 0.1 0.1 N/A N/A
07EX1 0609 L 35+87 31 Rt CONV TO MH 227.88 0.024 0.500 0.00 0.00 0.0 5.6 0.0 5.6
07EX1 0612 L 38+41 13 Rt COR CB 222.56 0.018 0.020 0.02 0.85 5.0 5.7 0.1 0.5 0.5 3.4 0.5 0.0
07EX1 0608 L 35+88 15 Lt COLLAR 230.34 0.024 0.500 0.00 0.00 0.0 0.0 0.0 0.0
07EX1 06EX1 L 34+80 32 Rt POSS. JB 228.71 0.003 0.500 0.00 0.00 0.0 0.0 0.0 0.0
07EX1 0611 L 38+40 24 Lt ADJUST DI 220.82 SAG 0.500 0.88 0.65 5.0 5.7 3.2 0.0 3.2 1.6 N/A N/A
07EX1 0613 L 38+25 13 Rt CB 222.87 0.020 0.020 0.36 0.85 5.0 5.7 1.7 0.0 1.7 6.7 1.3 0.5 612
07EX1 0607 L 35+89 26 Lt OEP 230.00 0.025 0.500 0.83 0.65 9.0 8.0 4.3 0.0 4.3
07EX1 0604 L 32+61 35 Rt JB W/MH 227.77 0.014 0.500 0.00 0.00 0.0 5.6 0.0 5.6
07EX1 0603 L 32+51 13 Rt COR CB 230.65 0.015 0.040 0.28 0.85 5.0 5.7 1.4 0.0 1.4 4.0 1.2 0.1 605
07EX1 0602 L 32+39 15 Lt JB W/MH 232.76 0.016 0.500 0.00 0.00 0.0 5.6 0.0 5.6
07EX1 0605 L 32+80 13 Rt COR CB 230.26 0.011 0.040 0.03 0.85 5.0 5.7 0.1 0.1 0.2 1.7 0.2 0.0
07EX1 0601 L 32+35 36 Lt OEP 230.00 0.017 0.500 2.35 0.57 7.0 3.6 4.8 0.0 4.8
07EX1 0606 L 33+88 13 Rt COR CB 229.72 SAG 0.040 0.10 0.85 5.0 5.7 0.5 0.0 0.5 1.1 N/A N/A BYPASS TO INLET ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET5/16/2016
ROADWAY RUNOFF
WAKE
YONKERS RD.
INLETLOCATION
Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:AKS
DESCRIPTION:REVD BY:SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
07EX1 610 1.69 1.26 759 5 15 15 16.5 20.7 219.78
213.33
0.00
201.08 0.016 54 C E 160.0 10.1 6.45 214.84
07EX1 609 0.41 0.35 255 11 11 46.8 16.5 227.88
215.52
219.78
213.38 0.008 48 C E 120.0 7.5 12.36 216.94 SP. DETAIL FOR DEEP BOX
07EX1 612 1.25 0.89 23 5 6 6 7.1 6.3 222.56
214.67
219.78
213.93 0.032 30 C E 43.0 8.1 7.89 215.71
07EX1 608 46 0 3.9 230.34
226.77
227.88
224.47 0.049 0.003 15 C E 9.0 10.0 3.57 227.57
07EX106EX1 0.41 0.35 105 10 9 36.2 12.8 228.71
218.01
227.88
215.57 0.023 48 C E 120.0 9.8 10.70 219.18
07EX1 611 0.88 0.57 37 5 5 5 7.3 4.2 220.82
215.79
222.56
214.67 0.030 30 C E 43.0 7.8 5.03 216.70
07EX1 613 0.36 0.30 16 5 5 5 7.3 2.2 222.87
217.53
222.56
215.92 0.099 15 C 9.0 9.8 5.34 218.40
07EX1 607 11 9 3.9 230.00
227.78
230.34
226.77 0.094 0.003 15 C 9.0 9.6 2.22 229.02 SEE PIPE DATA SHEET
07EX1 604 0.41 0.35 213 9 9 36.2 12.8 227.77
223.34
228.71
220.15 0.015 0.013 18 C E 13.0 8.9 4.43 225.20
07EX1 603 0.41 0.35 24 5 9 9 36.2 12.8 230.65
224.30
227.77
223.67 0.026 0.013 18 C 13.0 9.7 6.35 226.05
07EX1 602 31 0 10.6 232.76
225.08
230.65
224.30 0.025 0.009 18 C E 13.0 9.4 7.68 226.42
07EX1 605 0.13 0.11 29 5 8 8 6.4 0.7 230.26
225.54
230.65
224.55 0.034 15 C 9.0 0.6 4.73 226.02
07EX1 601 21 7 10.6 230.00
226.50
232.76
225.08 0.068 0.009 18 C 13.0 11.7 3.50 228.92 SEE PIPE DATA SHEET
07EX1 606 0.10 0.09 107 5 5 5 7.3 0.6 229.72
226.07
230.26
225.54 0.005 15 C 4.9 2.8 3.65 226.50
5/16/2016
YONKERS RD.FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIAL0601 0602
0606 0605
0602 0603
0605 0603
0611 0612
0610 07EX1
0609 0610
0612 0610
0608 0609
06EX1 0609
0604 06EX1
0603 0604
0613 0612
0607 0608 LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
09EX3 0912 L_2 69+07 14 Rt DI 213.42 0.008 0.020 0.14 0.85 5.0 5.7 0.7 0.0 0.7 6.4 0.5 0.1 911
09EX3 0911 L_2 70+00 6 Rt DI 212.78 0.003 0.020 0.08 0.85 5.0 5.7 0.4 0.1 0.5 7.0 0.5 0.1 910
09EX3 0915 L_2 69+06 14 Lt COR CB 212.47 0.008 0.020 0.26 0.85 5.0 5.7 1.3 0.0 1.3 7.3 1.2 0.1 909 7.5' max spread
09EX3 0910 L_2 70+41 4 Rt DI 212.67 SAG 0.020 0.10 0.85 5.0 5.7 0.5 0.1 0.6 7.0 N/A N/A
09EX3 09EX4 L_2 69+05 35 Lt EX DI 208.26 0.008 0.500 6.86 0.55 28.0 0.1 0.2 0.0 0.2
09EX3 0909 L_2 70+41 13 Lt COR CB 211.93 SAG 0.020 0.09 0.85 5.0 5.7 0.4 0.1 0.5 1.5 N/A N/A
09EX3 0916 L 70+41 55 Rt 2GIB 211.50 SAG 0.500 0.16 0.50 5.0 5.7 0.4 0.0 0.4 0.2 N/A N/A
09EX3 1009 L_2 71+00 3 Rt DI 212.78 0.004 0.020 0.07 0.85 5.0 5.7 0.4 0.0 0.4 5.8 0.3 0.0 910
09EX3 10EX4 L_2 70+03 45 Lt EX DI 208.21 0.003 0.500 0.68 0.60 9.0 2.1 0.9 0.0 0.9
09EX3 10EX3 L_2 71+07 123 Lt EX DI 210.03 0.004 0.500 1.04 0.65 12.0 1.3 0.9 0.0 0.9
09EX3 10EX2 L 73+18 119 Lt EX DI 213.03 0.000 0.020 2.90 0.55 30.0 0.2 0.2 0.0 0.2
09EX3 10EX1 L_2 73+53 45 Lt EX DI 212.40 0.019 0.500 0.88 0.45 6.0 5.7 2.2 0.6 2.8 2.9 2.8 0.0
09EX3 1001 L_2 73+71 17 Lt COR CB 215.17 0.020 0.020 0.42 0.80 5.0 5.7 1.9 0.0 1.9 7.0 1.4 0.6 10EX1
09EX3 1003 L 72+83 14 Rt DI 214.70 0.015 0.020 0.19 0.80 5.0 5.7 0.9 0.0 0.9 6.2 0.7 0.2 BYPASS TO INLET ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET5/26/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
09EX3 912 13.89 8.06 39 5 32 32 3.5 28.5 213.42
203.19
0.00
202.75 0.011 0.004 30 C E 43.0 9.1 10.24 205.16
09EX3 911 0.51 0.38 94 5 8 8 6.4 2.4 212.78
207.39
213.42
204.44 0.032 15 C 9.0 7.8 5.39 208.04
09EX3 915 13.24 7.57 28 5 31 31 3.5 26.8 212.47
203.51
213.42
203.19 0.012 0.004 30 C E 43.0 8.8 8.96 205.29
09EX3 910 0.43 0.31 41 5 8 8 6.6 2.0 212.67
207.59
212.78
207.39 0.005 15 C 4.9 3.8 5.08 208.37
09EX309EX4 12.98 7.34 22 28 31 31 3.5 26.0 208.26
203.76
212.47
203.51 0.012 0.003 30 C E 43.0 8.6 4.50 206.19
09EX3 909 0.09 0.08 17 5 5 5 7.3 0.6 211.93
208.28
212.67
207.59 0.042 15 C 9.0 5.5 3.65 208.68
09EX3 916 0.16 0.08 52 5 5 5 7.3 0.6 211.50
207.85
212.67
207.59 0.005 15 C 4.9 0.7 3.65 208.39
09EX3 1009 0.07 0.06 59 5 5 5 7.3 0.5 212.78
209.13
212.67
207.59 0.026 15 C 9.0 4.5 3.65 209.48
09EX310EX4 6.12 3.57 97 9 31 31 3.6 12.7 208.21
204.93
208.26
203.76 0.012 24 C E 25.0 8.3 3.28 206.44 EXISTING BOX DEPTH
09EX310EX3 5.43 3.16 129 12 31 31 3.6 11.3 210.03
206.31
208.21
204.93 0.011 0.010 18 C E 11.8 7.6 3.72 207.98
09EX310EX2 4.40 2.48 204 30 30 30 3.6 8.9 213.03
207.58
210.03
206.31 0.006 0.006 18 C E 9.0 5.1 5.45 209.52
09EX310EX1 1.50 0.89 81 6 7 7 6.8 6.1 212.40
208.80
213.03
207.58 0.015 0.008 15 C E 8.6 5.0 3.60 210.49 EXISTING BOX DEPTH
09EX3 1001 0.42 0.34 33 5 5 5 7.3 2.5 215.17
211.50
212.40
208.80 0.082 15 C 9.0 10.5 3.67 212.43 Box dropped for underdrain tie-in
09EX3 1003 0.19 0.15 91 5 5 5 7.3 1.1 214.70
210.50
212.40
208.80 0.019 15 C 9.0 5.2 4.20 211.07 Box dropped for underdrain tie-in
5/26/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIAL1001 10EX1
1003 10EX1
10EX2 10EX3
10EX1 10EX2
0909 0910
0912 09EX3
0911 0912
0915 0912
0910 0911
09EX4 0915
10EX4 09EX4
10EX3 10EX4
0916 0910
1009 0910 LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
10EX5 1004 L 78+09 13 Rt COR CB 225.31 0.023 0.016 0.08 0.90 5.0 5.7 0.4 0.0 0.4 3.0 0.4 0.0
5/27/2016
ROADWAY RUNOFF
WAKE
YONKERS RD.
INLETLOCATION
ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET BYPASS TO INLETPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
10EX5 1004 0.08 0.07 80 5 5 5 7.3 0.5 225.31
221.66
0.00
216.02 0.071 15 C 9.0 6.7 3.65 222.05LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)1004 10EX5
5/27/2016
YONKERS RD.FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIALPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
10EX6 1008 L 79+96 30 Rt JB W/MH 228.99 0.023 0.500 0.00 0.00 0.0 0.2 0.0 0.2
10EX6 1006 L 80+15 26 Lt JBW/MH 228.70 0.023 0.500 0.00 0.00 0.0 0.2 0.0 0.2
10EX6 1007 L 80+40 13 Rt COR CB 230.58 0.023 0.020 0.32 0.85 5.0 5.7 1.5 0.0 1.5 6.1 1.2 0.4 7.5' MAX SPREAD
10EX6 1005 L 80+15 34 Lt 2GIB 225.50 SAG 0.500 1.06 0.80 5.0 5.7 4.8 0.0 4.8 1.2 N/A N/A
5/31/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET BYPASS TO INLETPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
10EX6 1008 1.38 1.12 127 5 5 7.2 8.0 228.99
219.38
0.00
213.15 0.049 0.013 15 C E 9.0 12.6 9.61 220.89
10EX6 1006 1.06 0.85 58 5 5 7.3 6.2 228.70
222.24
228.99
219.38 0.049 0.008 15 C E 9.0 11.3 6.46 223.37
10EX6 1007 0.32 0.27 47 5 5 5 7.3 2.0 230.58
224.06
228.99
219.38 0.099 15 C 9.0 11.0 6.52 224.87
10EX6 1005 1.06 0.85 8 5 5 5 7.3 6.2 225.50
222.75
228.70
222.24 0.062 0.008 15 C 9.0 8.8 2.75 224.59LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)1008 10EX6
1006 1008
1007 1008
1005 1006
5/31/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIALPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
12EX1 1207 L 97+70 17 Lt JB W/MH 196.32 0.002 0.500 0.00 0.00 0.0 0.2 0.0 0.2
12EX1 1205 L 96+29 13 Lt COR CB 194.75 0.008 0.020 0.00 0.75 5.0 5.7 0.0 0.0 0.0 1.0 0.0 0.0
12EX1 1224 L 97+60 24 Lt 2GIB 193.62 SAG 0.500 0.30 0.80 5.0 5.7 1.4 0.0 1.4 0.5 N/A N/A
12EX1 1204 L 96+20 19 Lt 2GIB 194.72 SAG 0.500 0.44 0.45 5.0 5.7 1.1 0.0 1.1 0.4 N/A N/A
12EX1 1206 L 93+50 13 Lt COR CB 197.15 0.030 0.020 0.00 0.85 5.0 5.7 0.0 0.0 0.0 0.8 0.0 0.0
12EX1 12EX3 L 96+31 105 Lt EX DI 199.67 0.007 0.500 0.83 0.80 14.0 0.4 0.2 0.0 0.2
12EX1 1202 L 91+25 13 Lt COR CB 207.79 0.065 0.020 0.00 0.85 5.0 5.7 0.0 0.0 0.0 0.7 0.0 0.0
12EX1 1101 L 89+50 24 Lt 2GIB 218.00 SAG 0.500 0.80 0.70 5.0 5.7 3.2 0.0 3.2 0.9 N/A N/A
12EX1 1201 L 91+25 30 Lt ADJUST JB W/MH 214.44 0.065 0.500 0.00 0.00 0.0 0.2 0.0 0.2
12EX1 12EX2 L 91+03 111 Lt EX DI 213.45 0.068 0.500 1.08 0.80 6.0 0.3 0.2 0.0 0.2
6/2/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET BYPASS TO INLETPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
12EX1 1207 3.45 2.53 23 15 15 4.9 12.4 196.32
184.84
0.00
184.00 0.036 0.012 18 C E 13.0 10.4 11.48 186.61
12EX1 1205 3.15 2.28 141 5 15 15 5.0 11.4 194.75
186.64
196.32
185.01 0.012 0.010 18 C E 12.2 7.9 8.11 188.20
12EX1 1224 0.30 0.24 12 5 5 5 7.3 1.8 193.62
189.97
196.32
188.89 0.090 15 C 9.0 8.5 3.65 190.73
12EX1 1204 0.44 0.20 11 5 5 5 7.3 1.4 194.72
191.07
194.75
186.89 0.380 15 S 9.0 9.8 3.65 191.73
12EX1 1206 1.88 1.43 279 5 7 6 6.9 9.9 197.15
193.25
194.75
186.64 0.024 0.008 18 C 13.0 10.2 3.90 194.49
12EX112EX3 0.83 0.66 92 14 14 14 5.1 3.4 199.67
193.19
194.75
187.66 0.060 15 C E 9.0 10.8 6.48 194.32
12EX1 1202 1.88 1.42 224 5 6 6 6.9 9.9 207.79
203.89
197.15
193.25 0.047 0.008 18 C 13.0 13.2 3.90 205.61
12EX1 1101 0.80 0.56 175 5 5 5 7.3 4.1 218.00
214.35
207.79
204.14 0.058 0.003 15 C 9.0 11.3 3.65 215.64
12EX1 1201 1.08 0.86 17 6 6 7.0 6.1 214.44
205.79
207.79
204.14 0.099 0.007 15 C 9.0 11.6 8.65 206.87
12EX112EX2 1.08 0.86 84 6 6 6 7.0 6.1 213.45
207.78
214.44
205.79 0.024 0.007 15 C E 9.0 8.9 5.67 209.58LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)12EX3 1205
1207 12EX1
1205 1207
1224 1207
1204 1205
1206 1205
1201 1202
12EX2 1201
1202 1206
1101 1202
6/2/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIALPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
12EX5 1221 L 100+24 21 Lt JB W/MH 194.40 0.007 0.500 0.00 0.00 0.0 2.2 0.0 2.2
12EX5 1220 L 100+24 34 Lt 2GIB 189.18 SAG 0.500 1.25 0.65 10.0 5.7 4.6 0.0 4.6 1.2 N/A N/A
12EX5 1222 L 100+37 13 Rt COR CB 194.25 0.007 0.015 0.04 0.85 5.0 5.7 0.2 0.0 0.2 2.4 0.2 0.0 1301
12EX5 1301 L 101+55 13 Lt COR CB 193.77 SAG 0.020 0.14 0.85 5.0 5.7 0.7 0.0 0.7 1.8 N/A N/A
12EX5 1223 L 100+00 13 Rt COR CB 194.44 0.006 0.020 0.17 0.85 5.0 5.7 0.8 0.0 0.8 6.2 0.8 0.0 1222
12EX5 1302 L 101+75 13 Lt COR CB 193.78 0.003 0.020 0.14 0.85 5.0 5.7 0.7 0.0 0.7 6.6 0.7 0.0 1301 BYPASS TO INLET ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET6/2/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
12EX5 1221 1.74 1.23 183 10 10 5.9 7.2 194.40
186.37
0.00
183.90 0.013 0.011 15 C E 8.1 7.5 8.03 188.02
12EX5 1220 1.25 0.81 13 10 10 10 5.9 4.8 189.18
186.43
194.40
186.37 0.005 0.005 15 C 4.8 3.9 2.75 188.32
12EX5 1222 0.21 0.18 36 5 6 6 7.1 1.3 194.25
189.98
194.40
186.37 0.099 15 C 9.0 9.6 4.27 190.55
12EX5 1301 0.28 0.24 131 5 5 5 7.2 1.7 193.77
190.03
194.40
186.37 0.028 15 C 9.0 6.8 3.74 190.60
12EX5 1223 0.17 0.15 37 5 5 5 7.3 1.1 194.44
190.79
194.25
189.98 0.022 15 C 9.0 5.4 3.65 191.35
12EX5 1302 0.14 0.12 20 5 5 5 7.3 0.9 193.78
190.13
193.77
190.03 0.005 15 C 4.9 1.6 3.65 190.66
6/2/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIAL1302 1301
1221 12EX5
1220 1221
1222 1221
1301 1221
1223 1222 LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
13EX4 1313 L 109+03 13 Lt COR CB 198.38 0.026 0.020 0.00 0.80 5.0 5.7 0.0 0.0 0.0 0.8 0.0 0.0
13EX4 1312 L 110+22 13 Lt COR CB 202.19 0.038 0.020 0.00 0.80 5.0 5.7 0.0 0.0 0.0 0.7 0.0 0.0 1313
13EX4 1314 L 109+03 13 Rt COR CB 197.86 0.026 0.020 0.37 0.80 5.0 5.7 1.7 0.4 2.0 6.7 1.3 0.7 1315
13EX4 1316 L 110+22 13 Rt COR CB 201.68 0.038 0.020 0.29 0.80 5.0 5.7 1.3 0.0 1.3 4.9 1.0 0.4 1314
13EX4 13EX3 L 110+76 111 Lt EX DI 208.60 0.043 0.500 0.16 0.90 5.0 2.1 0.3 0.0 0.3
13EX4 1315 L 108+80 13 Rt COR CB 197.28 0.024 0.020 0.03 0.80 5.0 5.7 0.2 0.7 0.8 4.3 0.8 0.1
6/3/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET BYPASS TO INLETPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
13EX4 1313 0.86 0.70 17 5 8 8 6.4 4.5 198.38
190.73
0.00
189.50 0.073 18 C E 13.0 9.8 7.65 191.78
13EX4 1312 0.46 0.38 119 5 7 7 6.7 2.6 202.19
196.25
198.38
194.01 0.019 15 C E 9.0 6.6 5.94 197.11
13EX4 1314 0.40 0.32 26 5 7 7 6.6 2.1 197.86
193.84
198.38
191.50 0.090 15 C 9.0 10.2 4.02 194.65
13EX4 1316 0.29 0.23 26 5 5 5 7.3 1.7 201.68
198.03
202.19
196.25 0.068 15 C 9.0 8.8 3.65 198.77
13EX413EX3 0.16 0.15 111 5 5 5 7.3 1.1 208.60
203.39
202.19
196.25 0.064 15 C E 9.0 8.0 5.21 203.95
13EX4 1315 0.03 0.03 23 5 5 5 7.3 0.2 197.28
193.96
197.86
193.84 0.005 15 C 4.9 0.2 3.32 194.65LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)1315 1314
1313 13EX4
1312 1313
1314 1313
1316 1312
13EX3 1312
6/3/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIALPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
15EX2 15EX1 L 130+83 45 Lt EX DI 228.61 SAG 0.500 0.60 0.55 10.0 5.7 1.9 0.0 1.9 1.1 N/A N/A
15EX2 1509 L 130+88 26 Lt COR CB 234.72 0.020 0.029 0.29 0.85 5.0 5.7 1.4 0.0 1.4 4.7 1.2 0.2 1508
15EX2 1508 L 130+69 24 Lt COR CB 234.76 0.017 0.015 0.04 0.85 5.0 5.7 0.2 0.2 0.4 3.5 0.4 0.0 1506
15EX2 1507 L 129+59 15 Lt COR CB 234.48 SAG 0.020 0.00 0.55 5.0 5.7 0.0 0.0 0.0 0.1 N/A N/A
15EX2 1506 L 129+59 15 Rt COR CB 233.89 SAG 0.020 0.23 0.85 5.0 5.7 1.1 0.0 1.1 3.4 N/A N/A
15EX2 1505 L 128+46 13 Rt COR CB 234.91 0.018 0.021 0.24 0.85 5.0 5.7 1.1 0.0 1.1 5.4 1.0 0.1
6/9/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET BYPASS TO INLETPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
15EX215EX1 1.40 1.01 149 10 10 10 5.9 5.9 228.61
223.81
0.00
217.45 0.043 0.007 15 C E 9.0 11.2 4.80 225.22
15EX2 1509 0.80 0.68 19 5 8 8 6.5 4.4 234.72
229.45
228.61
223.81 0.289 0.016 15 S 9.0 12.4 5.27 230.64
15EX2 1508 0.51 0.43 19 5 8 8 6.6 2.8 234.76
229.54
234.72
229.45 0.005 15 C 4.9 2.4 5.22 230.66
15EX2 1507 0.47 0.40 110 5 7 7 6.9 2.7 234.48
230.10
234.76
229.54 0.005 15 C 4.9 4.1 4.38 230.94
15EX2 1506 0.47 0.40 29 5 7 7 6.9 2.7 233.89
230.24
234.48
230.10 0.005 15 C 4.9 3.1 3.65 231.16
15EX2 1505 0.24 0.20 113 5 5 5 7.3 1.5 234.91
231.00
233.89
230.24 0.007 15 C 5.7 3.9 3.91 231.67 Box lowered for underdrain tie-inLESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)1505 1506
15EX1 15EX2
1509 15EX1
1508 1509
1507 1508
1506 1507
6/9/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIALPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
415 0402 L 15+75 17 Rt JB W/MH 200.90 0.007 0.035 0.00 0.00 0.0 0.3 0.0 0.3
415 0401 L 17+30 13 Rt COR CB 201.35 0.010 0.020 0.12 0.85 5.0 5.7 0.6 0.0 0.6 4.5 0.6 0.0 MAX SPREAD 5'
6/30/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET BYPASS TO INLETPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
415 402 0.12 0.10 26 9 5 7.3 0.7 200.90
197.13
0.00
197.00 0.005 15 C 4.9 2.9 3.77 197.55
415 401 0.12 0.10 154 5 5 5 7.3 0.7 201.35
197.70
200.90
197.13 0.004 15 C 4.2 2.0 3.65 198.16LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)0402 0415
0401 0402
6/30/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIALPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
708 0707 L 46+06 34 Lt JB W/ MH 212.38 0.029 0.500 0.00 0.00 0.0 3.6 0.0 3.6
708 0705 L 45+80 20 Lt COR CB 215.35 0.030 0.040 0.18 0.85 5.0 5.7 0.9 0.0 0.9 2.6 0.8 0.1 704
708 0706 L 46+00 47 Lt HW 215.00 0.030 0.500 51.77 0.55 27.0 0.1 3.6 0.0 3.6
708 0704 L 44+49 21 Lt DI (bioretention set-back)213.01 SAG 0.040 0.33 0.85 5.0 5.7 1.6 0.1 1.7 4.5 N/A N/A
708 0703 L 43+04 13 Lt COR CB 215.94 0.020 0.025 0.00 0.85 5.0 5.7 0.0 0.0 0.0 0.8 0.0 0.0 704
708 0702 L 43+04 13 Rt COR CB 215.55 0.020 0.015 0.09 0.85 5.0 5.7 0.4 0.0 0.4 3.5 0.4 0.0 704
708 0701 L 40+55 13 Rt COR CB 219.54 0.014 0.020 0.12 0.85 5.0 5.7 0.6 0.0 0.6 4.1 0.6 0.0
5/18/2016
ROADWAY RUNOFF
WAKE
YONKERS
INLETLOCATION
ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET BYPASS TO INLETPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
708 707 0.73 0.62 99 16 16 217.2 135.2 212.38
200.54
0.00
198.33 0.022 0.015 42 C E #90#17.0 11.83 205.81 SEE PIPE DATA SHEET
708 705 0.73 0.62 28 5 16 16 4.8 3.0 215.35
206.12
212.38
202.79 0.117 0.007 15 S 9.0 8.1 9.23 206.97
708 706 15 27 132.2 215.00
199.85
212.38
199.54 0.021 0.004 54 C 160.0 8.3 15.15 206.94 BURIED 1.0'
708 704 0.55 0.47 126 5 15 15 4.9 2.3 213.01
206.75
215.35
206.12 0.005 15 C 4.9 4.0 6.26 207.44 BOXES LOWERED TO GO
UNDER BIORETENTION CELLS
708 703 0.22 0.19 142 5 12 11 5.6 1.0 215.94
209.06
213.01
206.75 0.016 15 C 8.9 4.9 6.88 209.56
708 702 0.22 0.18 26 5 11 11 5.6 1.0 215.55
211.63
215.94
209.06 0.099 15 C 9.0 8.9 3.92 212.15
708 701 0.12 0.11 243 5 5 5 7.3 0.8 219.54
215.89
215.55
211.63 0.018 15 C 9.0 4.6 3.65 216.36LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)0702 0703
0707 0708
0705 0707
0706 0707
0704 0705
0703 0704
0701 0702
5/18/2016
YONKERS
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIALPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
712 0711 L 46+96 48 Rt JB W/MH 213.25 0.010 0.500 0.00 0.00 0.0 0.6 0.0 0.6
712 07EX6 L 47+75 62 Rt EX CB 217.80 0.003 0.500 0.19 0.85 5.0 3.9 0.6 0.0 0.6
712 07EX5 L_2 48+11 51 Lt EX CB 217.92 0.003 0.500 0.33 0.85 5.0 2.3 0.6 0.0 0.6
712 07EX2 L_2 48+54 80 Lt EX CB 216.76 0.005 0.500 7.52 0.70 30.0 0.1 0.6 0.0 0.6
712 0710 L_2 49+25 42 Lt JB W/MH 216.59 0.011 0.500 0.00 0.00 0.0 1.6 0.0 1.6
712 07EX4 L_2 48+85 83 Lt EX OEP 221.00 0.004 0.500 0.15 0.55 5.0 7.8 0.6 0.0 0.6
712 0709 L 49+25 24 Lt COR CB 215.17 SAG 0.032 0.69 0.60 5.0 5.7 2.3 0.0 2.3 5.0 N/A N/A MAX SPREAD 5' (WHEN BIOCELL FULL)
712 0806 L_2 51+00 32 Lt 2GIB 216.55 SAG 0.500 0.40 0.50 5.0 5.7 1.1 0.0 1.1 0.5 N/A N/A BYPASS TO INLET ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET5/20/2016
ROADWAY RUNOFF
WAKE
YONKERS RD.
INLETLOCATION
Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
712 711 9.28 6.41 15 31 31 3.6 22.8 213.25
202.84
0.00
202.76 0.005 36 C 51.1 6.8 10.42 204.60
712 07EX6 9.28 6.41 81 5 31 31 3.6 22.8 217.80
208.15
213.25
207.76 0.005 36 C E 50.0 6.9 9.65 210.10
712 07EX5 9.09 6.24 119 5 30 30 3.6 22.4 217.92
210.52
217.80
208.15 0.020 36 C E 64.0 11.1 7.40 212.30
712 07EX2 8.76 5.96 52 30 30 30 3.6 21.5 216.76
210.88
217.92
210.65 0.004 30 C E 29.5 6.2 5.88 213.12
712 710 1.09 0.61 80 7 7 6.6 4.1 216.59
211.10
216.76
210.88 0.003 18 C 6.0 2.3 5.49 213.28 Box lowered for underdrain tie-in
712 07EX4 0.15 0.08 31 5 5 5 7.3 0.6 221.00
216.04
216.76
212.14 0.127 15 *C*E 9.0 8.5 4.96 216.45
712 709 0.69 0.41 17 5 5 5 7.3 3.0 215.17
211.85
216.59
211.35 0.029 15 C 9.0 2.5 3.32 213.41
712 806 0.40 0.20 171 5 5 5 7.3 1.5 216.55
213.80
216.59
211.35 0.014 15 C 8.4 5.1 2.75 214.47
5/20/2016
YONKERS RD.FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIAL07EX4 07EX2
0711 0712
07EX6 0711
07EX5 07EX6
07EX2 07EX5
0710 07EX2
0709 0710
0806 0710 LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
804 0803 L_2 57+30 13 Rt COR CB 216.43 0.003 0.020 0.16 0.85 5.0 5.7 0.8 0.0 0.8 7.2 0.8 0.0 802 SPREAD LESS THAN 7.5'
804 0802 L_2 56+90 13 Rt COR CB 216.39 SAG 0.020 0.19 0.85 5.0 5.7 0.9 0.0 0.9 2.4 N/A N/A
804 0805 L 58+50 13 Rt COR CB 217.03 0.007 0.020 0.18 0.85 5.0 5.7 0.9 0.0 0.9 6.1 0.9 0.0 803
804 0801 L_2 54+77 13 Rt COR CB 217.27 0.011 0.040 0.13 0.85 5.0 5.7 0.7 0.0 0.7 3.0 0.7 0.0
804 0808 L 56+90 13 Lt CB 217.24 SAG 0.020 0.00 0.90 5.0 5.7 0.0 0.0 0.0 0.2 N/A N/A
804 0812 L 53+45 13 Rt CB 219.09 0.013 0.024 0.15 0.85 5.0 5.7 0.7 0.0 0.7 4.2 0.7 0.0 801
804 0807 L 56+88 20 Lt COLLAR 227.93 0.003 0.500 0.00 0.00 0.0 0.1 0.0 0.1
804 0811 L 53+45 13 Lt COR CB 219.70 0.003 0.024 0.00 0.90 5.0 5.7 0.0 0.0 0.0 1.1 0.0 0.0 801
804 08EX1 L 56+88 32 Lt EX OEP 240.00 0.003 0.500 0.65 0.90 5.0 0.1 0.1 0.0 0.1
804 08EX2 L 53+45 27 Lt EX JB 227.28 0.003 0.500 10.51 0.70 29.0 0.3 2.1 0.0 2.1 BYPASS TO INLET ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET5/23/2016
ROADWAY RUNOFF
WAKE
YONKERS RD.
INLETLOCATION
Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
804 803 11.97 8.63 376 5 31 31 3.6 30.8 216.43
208.36
0.00
201.03 0.020 36 C 64.0 12.5 8.07 210.67
804 802 11.62 8.34 40 5 31 31 3.6 29.8 216.39
210.56
216.43
208.36 0.055 36 C 64.0 13.9 5.83 212.48
804 805 0.18 0.15 120 5 5 5 7.3 1.1 217.03
213.38
216.43
210.11 0.027 15 C 9.0 6.0 3.65 213.95
804 801 10.79 7.60 212 5 30 30 3.6 27.6 217.27
211.62
216.39
210.56 0.005 36 C 51.1 7.4 5.65 213.38
804 808 0.65 0.58 26 5 5 5 7.3 4.2 217.24
213.59
216.39
212.31 0.049 0.004 15 C 9.0 9.4 3.65 214.50
804 812 10.66 7.48 130 5 29 29 3.7 27.5 219.09
213.02
217.27
211.62 0.011 36 C 64.0 9.5 6.07 215.20
804 807 0.65 0.58 8 5 5 7.3 4.2 227.93
221.66
217.24
213.84 1.025 0.048 12 S 6.0 22.1 6.27 222.60 EXISTING 12"
804 811 10.51 7.35 26 5 29 29 3.7 27.1 219.70
213.65
219.09
213.52 0.005 0.004 30 C 31.4 7.3 6.05 215.44
804 08EX1 0.65 0.58 12 5 5 5 7.3 4.2 240.00
234.02
227.93
221.66 1.042 0.048 12 S 6.0 25.7 5.98 235.82 EXISTING 12"
804 08EX2 10.51 7.35 14 29 29 29 3.7 27.1 227.28
215.03
219.70
213.65 0.100 0.004 30 C 43.0 13.1 12.25 217.93
5/23/2016
YONKERS RD.FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIAL0812 0801
0803 0804
0802 0803
0805 0803
0801 0802
0808 0802
08EX1 0807
08EX2 0811
0807 0808
0811 0812 LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
908 0917 L 63+60 48 Rt JB W/MH 208.62 0.008 0.500 0.00 0.00 0.0 0.1 0.0 0.1
908 0905 L_2 63+65 16 Rt JB W/MH 217.41 0.008 0.020 0.00 0.00 0.0 0.5 0.0 0.5
908 09EX5 L_2 61+28 281 Lt EX DI 220.92 0.002 0.500 19.37 0.50 30.0 0.1 0.6 0.0 0.6
908 0903 L_2 63+97 27 Lt JB W/MH 214.07 0.008 0.500 0.00 0.00 0.0 0.6 0.0 0.6
908 0906 L_2 65+25 15 Rt COR CB 215.31 0.008 0.020 0.03 0.85 5.0 5.7 0.2 0.0 0.2 1.9 0.2 0.0 WATER IN BIO CELL ROUTED TO INSURE
908 0902 L_2 61+73 21 Lt JB W/MH 218.41 0.003 0.500 0.00 0.00 0.0 0.6 0.0 0.6 NO EXTRA SPREAD TO BOX 0906, SEE CALCS
908 0904 L_2 64+15 32 Lt 2GIB 210.50 SAG 0.500 1.25 0.75 5.0 5.7 5.3 0.0 5.3 1.3 N/A N/A
908 09EX1 L_2 64+44 167 Lt EX DI 219.82 0.008 0.500 2.97 0.70 29.0 0.3 0.6 0.0 0.6
908 0901 L_2 61+50 13 Rt COR CB 217.63 0.003 0.030 0.11 0.80 5.0 5.7 0.5 0.0 0.5 4.4 0.5 0.0
908 09EX2 L_2 61+72 39 Lt EX (2)OEP 225.00 0.003 0.010 0.83 0.90 5.0 0.9 0.6 0.0 0.6 BYPASS TO INLET ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET5/24/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
908 917 24.56 13.57 5 31 31 3.6 48.3 208.62
196.75
0.00
196.50 0.050 0.004 36 C 64.0 10.6 11.87 199.58
908 905 5.20 3.88 33 30 30 3.6 14.1 217.41
205.50
208.62
202.21 0.099 0.003 24 C 25.0 15.0 11.91 207.06
908 09EX5 19.37 9.68 411 30 30 30 3.6 34.9 220.92
214.02
208.62
201.10 0.031 0.006 30 C E 43.0 15.5 6.90 217.69
908 903 5.16 3.85 53 30 30 3.6 14.0 214.07
205.92
217.41
205.50 0.008 0.003 24 C 21.7 7.2 8.15 207.57
908 906 0.03 0.03 160 5 5 5 7.3 0.2 215.31
211.66
217.41
206.25 0.034 15 C 9.0 3.9 3.65 211.91 elevation lowered to travel below
bioretention cell stone
908 902 0.94 0.84 226 6 6 6.9 5.8 218.41
213.53
214.07
206.42 0.031 18 C E 13.0 9.9 4.88 214.82
908 904 1.25 0.94 19 5 5 5 7.3 6.9 210.50
206.85
214.07
206.67 0.010 0.010 15 C #6.9#6.4 3.65 208.92
908 09EX1 2.97 2.08 147 29 29 29 3.7 7.7 219.82
215.92
214.07
206.42 0.064 0.005 18 C E 13.0 13.7 3.90 217.68
908 901 0.11 0.09 41 5 5 5 7.3 0.6 217.63
213.98
218.41
213.78 0.005 15 C 4.9 0.6 3.65 214.83
908 09EX2 0.83 0.75 18 5 5 5 7.3 5.5 225.00
222.84
218.41
214.03 0.500 0.080 12 S E 6.0 19.7 2.16 223.99
5/24/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIAL0902 0903
0917 0908
0905 0917
09EX5 0917
0903 0905
0906 0905
0901 0902
09EX2 0902
0904 0903
09EX1 0903 LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
1212 1213 L 97+50 49 Rt JB W/MH 198.67 0.003 0.500 0.00 0.00 0.0 5.5 0.0 5.5
1212 1216 L 97+50 13 Rt COR CB 194.86 0.003 0.020 0.08 0.80 5.0 5.7 0.4 0.0 0.4 4.9 0.4 0.0 1215 SPREAD LESS THAN 7.5'
1212 1219 L 96+29 45 Rt JB W/MH 195.75 0.008 0.500 0.00 0.00 0.0 0.0 0.0 0.0
1212 1215 L 96+78 13 Rt COR CB 194.55 0.006 0.020 0.07 0.80 5.0 5.7 0.3 0.0 0.3 3.7 0.3 0.0 1218
1212 1218 L 96+29 32 Rt DRIVEWAY DI 194.27 0.008 0.020 0.48 0.80 5.0 5.7 2.2 0.0 2.2 9.9 2.2 0.0 1210 DRIVEWAY DI, SPREAD OK
1212 12EX4 L 95+56 43 Rt EX OEP 195.00 0.007 0.500 3.41 0.65 18.0 0.1 0.2 0.0 0.2
1212 1210 L 95+16 13 Rt COR CB 193.81 SAG 0.020 0.13 0.85 5.0 5.7 0.6 0.0 0.6 1.6 N/A N/A
1212 1211 L 94+36 13 Rt COR CB 194.64 0.017 0.020 0.06 0.85 5.0 5.7 0.3 0.0 0.3 2.0 0.3 0.0 1210
1212 1209 L 92+85 13 Rt COR CB 198.90 0.040 0.020 0.10 0.75 5.0 5.7 0.4 0.0 0.4 2.0 0.4 0.0 1208
1212 1203 L 91+12 13 Rt COR CB 208.13 0.067 0.020 0.51 0.85 5.0 5.7 2.5 0.0 2.5 5.9 1.2 1.2 1208 BYPASS TO INLET ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET6/1/2016
ROADWAY RUNOFF
WAKE
YONKERS
INLETLOCATION
Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
1212 1213 1.42 1.17 65 9 9 16.7 19.5 198.67
187.04
0.00
186.12 0.014 36 C E 64.0 9.1 11.62 188.74
1212 1216 0.95 0.79 36 5 9 9 6.3 5.0 194.86
188.99
198.67
188.77 0.006 0.005 15 C 5.5 5.2 5.87 190.22
1212 1219 0.48 0.38 121 5 5 39.4 15.0 195.75
188.78
198.67
187.05 0.014 36 C E 64.0 9.0 6.97 190.22
1212 1215 0.87 0.72 72 5 8 8 6.4 4.6 194.55
189.35
194.86
188.99 0.005 0.004 15 C 4.9 3.8 5.20 190.48
1212 1218 0.48 0.38 14 5 5 5 7.3 2.8 194.27
191.02
195.75
190.53 0.035 15 C 9.0 7.0 3.25 192.01
1212 12EX4 73 18 12.2 195.00
189.82
195.75
188.78 0.014 36 C E 64.0 8.2 5.18 191.36
1212 1210 0.79 0.66 162 5 7 7 6.6 4.4 193.81
190.16
194.55
189.35 0.005 0.004 15 C 4.9 3.8 3.65 191.11
1212 1211 0.67 0.56 80 5 7 7 6.7 3.8 194.64
190.99
193.81
190.16 0.010 15 C 7.1 5.8 3.65 191.79
1212 1209 0.61 0.51 151 5 6 6 7.0 3.5 198.90
195.25
194.64
190.99 0.028 15 C 9.0 8.4 3.65 196.04
1212 1203 0.51 0.43 173 5 5 5 7.3 3.2 208.13
204.48
198.90
195.25 0.053 15 C 9.0 10.2 3.65 205.56
6/1/2016
YONKERS
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIAL12EX4 1219
1213 1212
1216 1213
1219 1213
1215 1216
1218 1219
1209 1211
1203 1209
1210 1215
1211 1210 LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
1217 1208 L 93+95 32 Rt DRIVEWAY DI 195.50 0.023 0.020 1.73 0.80 5.0 5.7 7.9 1.2 9.1 23.4 9.1 0.0 1211 DRIVEWAY DI, SPREAD OKAY BYPASS TO INLET ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET6/2/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
1217 1208 1.73 1.39 19 5 5 5 7.3 10.1 195.50
192.00
0.00
191.79 0.011 0.008 18 C 12.0 7.3 3.50 194.30
6/2/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIAL1208 1217 LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:AKS
DESCRIPTION:REVD BY:DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
1305 1304 L 103+00 13 Rt COR CB 194.91 0.008 0.020 0.00 0.85 5.0 5.7 0.0 0.0 0.0 1.0 0.0 0.0
1305 1303 L 103+10 13 Lt COR CB 194.46 0.008 0.020 0.09 0.85 5.0 5.7 0.4 0.0 0.4 4.1 0.4 0.0 1302
1305 1311 L 105+50 13 Lt COR CB 194.61 0.007 0.020 0.11 0.85 5.0 5.7 0.5 0.0 0.5 4.7 0.5 0.0 1310
1305 1310 L 106+12 13 Lt COR CB 194.31 SAG 0.020 0.24 0.75 5.0 5.7 1.0 0.0 1.0 3.0 N/A N/A
1305 1309 L 106+96 13 Lt COR CB 195.01 0.006 0.020 0.00 0.80 5.0 5.7 0.0 0.0 0.0 1.0 0.0 0.0
1305 1308 L 106+96 13 Rt COR CB 194.49 0.006 0.020 0.29 0.70 5.0 5.7 1.2 0.0 1.2 7.3 1.1 0.0 MAX SPREAD 7.5' BYPASS TO INLET ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET6/2/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:AKS
DESCRIPTION:REVD BY:SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
1305 1304 0.74 0.56 45 5 9 8 6.3 3.5 194.91
188.64
0.00
184.64 0.090 15 C 9.0 12.2 6.27 189.40
1305 1303 0.74 0.56 28 5 8 8 6.3 3.5 194.46
188.78
194.91
188.64 0.005 15 C 4.9 4.5 5.68 189.75
1305 1311 0.65 0.48 240 5 7 7 6.7 3.2 194.61
189.98
194.46
188.78 0.005 15 C 4.9 3.2 4.64 190.75
1305 1310 0.54 0.39 62 5 7 7 6.9 2.7 194.31
190.28
194.61
189.98 0.005 15 C 4.9 4.1 4.02 190.99
1305 1309 0.29 0.21 84 5 5 5 7.3 1.5 195.01
190.71
194.31
190.28 0.005 15 C 4.9 3.5 4.30 191.32
1305 1308 0.29 0.21 26 5 5 5 7.3 1.5 194.49
190.84
195.01
190.71 0.005 15 C 4.9 3.5 3.65 191.52
6/2/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIAL1308 1309
1304 1305
1303 1304
1311 1303
1310 1311
1309 1310 LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
1307 1306 L 102+42 40 Rt JB W/MH 191.15 0.005 0.500 0.00 0.00 0.0 0.9 0.0 0.9
1307 13EX2 L 103+52 63 Lt EX JB 194.00 0.006 0.500 1.80 0.55 15.0 0.9 0.9 0.0 0.9
1307 13EX1 L 103+55 33 Lt EX DI 190.23 0.006 0.500 0.80 0.80 8.0 1.4 0.9 0.0 0.9 BYPASS TO INLET ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET6/2/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
1307 1306 2.60 1.63 16 16 15 4.9 8.0 191.15
184.02
0.00
184.00 0.001 24 C 8.0 5.0 7.13 185.17
1307 13EX2 2.60 1.63 151 15 15 15 4.9 8.0 194.00
184.18
191.15
184.02 0.001 24 C E 8.0 4.3 9.82 185.69 LOCATE OUTLET
1307 13EX1 0.80 0.64 30 8 8 8 6.5 4.1 190.23
185.05
194.00
184.93 0.004 0.003 15 C E 4.4 4.8 5.18 186.35
6/2/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIAL1306 1307
13EX2 1306
13EX1 13EX2 LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
1401 1401 L 112+20 63 Rt HW 207.00 0.038 0.500 7.08 0.70 8.0 0.2 0.9 0.0 0.9 BYPASS TO INLET ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET6/9/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
1401 1401 86 8 37.4 207.00
202.20
0.00
201.63 0.007 36 C 58.8 8.7 4.80 205.34 PIPE DATA SHEET
6/9/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIAL1401 1401A LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
1405 1404 L 112+91 13 Rt COR CB 212.55 0.032 0.020 0.04 0.85 5.0 5.7 0.2 0.0 0.2 1.6 0.2 0.0
1405 1403 L 112+91 23 Lt 2GIB 211.29 SAG 0.500 0.24 0.80 5.0 5.7 1.1 0.0 1.1 0.4 N/A N/A WATER IN BIO CELL ROUTED TO INSURE
1405 1413 L 113+25 13 Rt COR CB 213.57 0.028 0.020 0.02 0.85 5.0 5.7 0.1 0.0 0.1 1.3 0.1 0.0 1404 NO EXTRA SPREAD TO BOX 1413, SEE CALCS BYPASS TO INLET ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET6/8/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
1405 1404 0.31 0.25 45 5 10 10 6.0 1.5 212.55
207.45
0.00
202.74 0.104 15 *C*9.0 10.3 5.10 207.96 MAX 12% FOR CONCRETE
PIPE
1405 1403 0.24 0.20 36 5 5 5 7.3 1.4 211.29
207.64
212.55
207.45 0.005 15 C 5.1 3.5 3.65 208.30
1405 1413 0.02 0.02 34 5 5 5 7.3 0.1 213.57
209.92
212.55
207.45 0.073 15 C 9.0 4.6 3.65 210.12 Box lowered for underdrain tie-in
6/8/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIAL1404 1405
1403 1404
1413 1404 LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
1408 1407 L 113+92 30 Rt JB W/MH 216.43 0.022 0.500 0.00 0.00 0.0 2.6 0.0 2.6
1408 1406 L 114+07 28 Lt 2GIB 214.36 SAG 0.500 0.49 0.70 5.0 5.7 1.9 0.0 1.9 0.7 N/A N/A REPLACE EXISTING DI
1408 14EX2 L 114+31 117 Lt EX DI 219.00 0.019 0.020 1.38 0.70 8.0 2.7 2.6 0.0 2.6 INCLUDES UPSTREAM SYSTEM DA
6/7/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET BYPASS TO INLETPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
1408 1407 1.87 1.31 37 8 8 6.4 8.3 216.43
205.50
0.00
203.28 0.060 0.014 15 C 9.0 12.2 10.93 206.65
1408 1406 1.87 1.31 59 5 8 8 6.4 8.3 214.36
210.51
216.43
209.25 0.021 0.014 15 C E 9.0 9.0 3.85 211.75
1408 14EX2 1.38 0.97 92 8 8 8 6.5 6.2 219.00
212.10
214.36
210.51 0.017 0.008 15 C E 9.0 8.0 6.90 213.96LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)1407 1408
1406 1407
14EX2 1406
6/7/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIALPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
1412 1411 L 117+36 35 Rt JB W/MH 219.99 0.019 0.500 0.00 0.00 0.0 2.6 0.0 2.6
1412 1410 L 117+51 26 Lt JB W/MH 219.69 0.019 0.500 0.00 0.00 0.0 2.6 0.0 2.6
1412 1409 L 117+57 31 Lt OEP 220.00 0.019 0.500 0.97 0.75 5.0 3.6 2.6 0.0 2.6
6/8/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET BYPASS TO INLETPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
1412 1411 89 0 4.5 219.99
213.30
0.00
204.50 0.099 18 C 13.0 13.7 6.69 214.28
1412 1410 63 0 4.5 219.69
214.93
219.99
213.30 0.026 18 C E 13.0 8.4 4.76 215.88
1412 1409 8 5 4.5 220.00
216.50
219.69
215.76 0.090 18 C 13.0 8.9 3.50 217.72 PIPE DATA SHEETLESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)1411 1412
1410 1411
1409 1410
6/8/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIALPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
1414 1502 L 121+01 13 Rt COR CB 227.31 0.009 0.020 0.02 0.85 5.0 5.7 0.1 0.0 0.1 1.5 0.1 0.0
1414 1501 L 122+19 13 Rt COR CB 229.30 0.020 0.020 0.13 0.85 5.0 5.7 0.6 0.0 0.6 3.6 0.6 0.0 BYPASS TO INLET ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET6/9/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
1414 1502 0.14 0.12 41 5 8 8 6.4 0.8 227.31
223.66
0.00
223.42 0.006 15 C 5.4 3.1 3.65 224.08
1414 1501 0.13 0.11 118 5 5 5 7.3 0.8 229.30
225.65
227.31
223.66 0.017 15 C 9.0 4.5 3.65 226.11
6/9/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIAL1502 1414
1501 1502 LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
1504 1503 L 125+83 13 Rt COR CB 237.64 0.007 0.020 0.06 0.85 5.0 5.7 0.3 0.0 0.3 2.9 0.3 0.0
6/9/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET BYPASS TO INLETPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
1504 1503 0.06 0.05 33 5 5 5 7.3 0.3 237.64
233.99
0.00
233.81 0.005 15 C 5.2 2.4 3.65 234.29LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)1503 1504
6/9/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIALPage 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:INLET COMPUTATION SHEET
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
DRAINAGEAREA (acres)RUNOFFCOEFF.TIME OFCONC. (min)RAINFALL INT. (in/hr)DISCHARGEFROM D.A. (cfs)DISCHARGECARRYOVR (cfs)TOTALDISCHARGE(cfs)INTERCEPT(MAX) (cfs)BYPASS(cfs)REMARKS
D.A.C TC I QD.A.QC
QT=
QD.A.+QC
QI(mx)QB
1511 1510 L 131+25 79 Rt 2GIB 224.63 SAG 0.500 0.09 0.50 5.0 5.7 0.3 0.0 0.3 0.2 N/A N/A BYPASS TO INLET ELEVATION(ft)GRADE(ft/ft)CROSS SLOPE(ft/ft) SPREAD (ft)SYSTEMSTRUCTURENUMBERALIGNMENTSTATIONDESCRIPTIONOFFSET6/23/2016
ROADWAY RUNOFF
WAKE
YONKERS RD
INLETLOCATION
Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
CREATE DATE:STORM DRAIN DESIGN COMPUTATIONS
REV. DATE:
I.D. NO.:PROJ. NO.:COUNTY:DESIGNED BY:RKK-AKS
DESCRIPTION:REVD BY:RKK-BDB
SUM(C x A)INTENSITY(in/hr)DISCHG.(cfs)INLETELEV. (ft)OUTLETELEV. (ft)CA
INLETFLOWDESI Q TOP,
INV
TOP,
INV
1511 1510 0.09 0.04 47 5 5 5 7.3 0.3 224.63
220.50
0.00
215.00 0.118 15 *C*9.0 6.8 4.13 220.80 RCP OKAY FOR LESS THAN
12%
6/23/2016
YONKERS RD
FREEBOARDRUNOFF PIPE DESIGN
DIA. (in)MATERIAL1510 1511 LESSER of INLETvs PIPE CAP. (cfs)CUM. D.A.(acres)PIPE LENGTH (ft)VEL. (ft/s)WAKE
UPSTREAMBOX DEPTH (ft)TIME OF
CONCENTRATION
(min)HGL ELEV. (ft)SLOPE (ft/ft)SYSTEMLOCATION
FROM TO
STRUCTURE
NUMBER
LINKREMARKS
EXISTING / ALTMINIMUM REQ'DSLOPE (ft/ft)Page 1 of 1 Printed 10/16/2017
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619

PIPE DATA SHEETS

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/13/17REVISED:SHEET 1OF 8PROJ. NO.: I.D. NO.:COUNTY: WAKEDESIGNED BY: AKSDESCRIPTION: YONKERS RD.CHECKED BY: BDBINSTALL 15" RCP-III Shoulder 200.47CenterlinePLAN SUMMARY DATANOT BURIEDElev.Elev. 200.36 Drainage Area0.77 acresPIPE ANALYZED AS 15" RCPDesign Freq.50 yrsStation-L- STA. 14+55Design Disch.3.1 cfsSkew90°H.W.H Design H.W. Elev.197.43 ftSize/Type Pipe15" RCPLSoT.W. Q100 Disch.3.3 cfsType EntranceProjectingQ100 H.W. Elev.197.45 ftDirection of FlowNORTH-WESTBed Elev. 196.40 So = 0.0164 ft/ft Bed Elev. 195.94 Overtopping Freq.500+ yrsHydrological Meth.RationalInv. Elev. 196.40 L = 28.00 ft Inv. Elev. 195.94 Overtopping Disch10.1 cfsH.W. Control Elev.199.400.0 ftOvertopping Elev.199.40 ft0.8*d=ANALYSIS Freq. Q Nat. Allow 1.00INLET CONT. OUTLET CONTROLH.W. VoSIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W.Elev. (ft/s) COMMENTSRCP15" 10 2.7 1.09 3.00 1.09 0.78 0.98 0.2 0.63 0.94 1.09 0.15 0.460.78 197.38 2.35 Inlet Con.15" 25 2.9 1.13 3.00 1.13 0.80 1.00 0.2 0.67 0.96 1.13 0.17 0.460.84 197.40 2.52 Inlet Con.15" 50 3.1 1.16 3.00 1.16 0.82 1.03 0.2 0.69 0.97 1.16 0.19 0.460.89 197.43 2.65 Inlet Con.15" 100 3.3 1.18 3.00 1.18 0.84 1.05 0.2 0.72 0.98 1.18 0.21 0.46 0.93 197.45 2.77 Inlet Con.15" 500 3.6 1.23 3.00 1.23 0.89 1.11 0.2 0.76 1.00 1.23 0.24 0.46 1.01 197.51 2.99 Inlet Con.15" OT 10.1 1.24 3.00 1.24 2.40 3.00 0.2 1.13 1.19 1.24 1.84 0.46 2.62 199.40 8.23 Inlet Con.SUMMARY AND RECOMMENDATIONS:HW CONTROL IS DRIVEWAY NEAR "TURNING POINT FAMILY CARE" BUILDILNG (CORNER OF BUILDING ELEV=200.0),OT AT SAME LOCATION PIPE DATA SHEET(@L 14+50)(@L 14+50)404Bury Depth =DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/13/17COUNTY: WAKEDESIGNED BY: AKSPROJ. NO.: 0.0000000I.D. NO.: 0STATION:-L- STA. 14+55CHECKED BY: BDBDESCRIPTION:D= 1.25 FT.TAILWATER CALCULATIONS0.8*D=1.00s= 0.0030B y M S n A P Q Vc Use n= 0.045No. cfs ft ft ft/ft ft/ft sq.ft. ft cfs ft/sTWQ5 2.39 0.0 1.05 2.0 0.0030 0.045 2.19 4.68 2.39 0.73 1.05 Depth=Q10 2.66 0.0 1.09 2.0 0.0030 0.045 2.37 4.87 2.66 0.75 1.09 slope=Q25 2.94 0.0 1.13 2.0 0.0030 0.045 2.55 5.05 2.94 0.77 1.132.0Q50 3.14 0.0 1.16 2.0 0.0030 0.045 2.69 5.18 3.14 0.79 1.16 to 1Q100 3.33 0.0 1.18 2.0 0.0030 0.045 2.80 5.29 3.33 0.80 1.18 base=0.0ftQ500 3.65 0.0 1.23 2.0 0.0030 0.045 3.00 5.48 3.65 0.81 1.23V ditchQOT 3.78 0.0 1.24 2.0 0.0030 0.045 3.09 5.55 3.78 0.82 1.24Q CALCULATIONSTc I A QNo. min in/hr C acres cfsQ5 10.00 5.21 0.60 0.8 2.39Q10 10.00 5.80 0.60 0.8 2.66Q25 10.00 6.39 0.60 0.8 2.94Q50 10.00 6.84 0.60 0.8 3.14Q100 10.00 7.24 0.60 0.8 3.33Q500 10.00 7.94 0.60 0.8 3.65QOT 10.00 8.23 0.60 0.8 3.78DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/13/17REVISED:SHEET 2OF 8PROJ. NO.: I.D. NO.:COUNTY: WAKEDESIGNED BY: AKSDESCRIPTION: YONKERS RD.CHECKED BY: BDBINSTALL 24" RCP-III Shoulder 201.30CenterlinePLAN SUMMARY DATANOT BURIEDElev.Elev. 200.67 Drainage Area0.50 acresPIPE ANALYZED AS 24" RCPDesign Freq.50 yrsStation-L- STA. 14+55Design Disch.4.4 cfsSkew90°H.W.H Design H.W. Elev.199.15 ftSize/Type Pipe24" RCPLSoT.W. Q100 Disch.4.6 cfsType EntranceProjectingQ100 H.W. Elev.199.19 ftDirection of FlowNORTH-WESTBed Elev. 198.15 So = 0.0098 ft/ft Bed Elev. 197.40 Overtopping Freq.500+ yrsHydrological Meth.RationalInv. Elev. 198.15 L = 76.00 ft Inv. Elev. 197.40 Overtopping Disch26.3 cfsH.W. Control Elev.201.740.0 ftOvertopping Elev.201.74 ft0.8*d=ANALYSIS Freq. Q Nat. Allow 1.60INLET CONT. OUTLET CONTROLH.W. VoSIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W.Elev. (ft/s) COMMENTSRCP24" 10 3.7 0.72 3.59 1.60 0.50 1.00 0.2 0.65 1.32 1.60 0.06 0.750.91 199.15 1.37 Inlet Con.24" 25 4.1 0.75 3.59 1.60 0.50 1.00 0.2 0.68 1.34 1.60 0.07 0.750.92 199.15 1.52 Inlet Con.24" 50 4.4 0.78 3.59 1.60 0.50 1.00 0.2 0.70 1.35 1.60 0.08 0.750.93 199.15 1.63 Inlet Con.24" 100 4.6 0.81 3.59 1.60 0.52 1.04 0.2 0.73 1.36 1.60 0.09 0.75 0.95 199.19 1.72 Inlet Con.24" 500 5.1 0.85 3.59 1.60 0.56 1.12 0.2 0.76 1.38 1.60 0.11 0.75 0.96 199.27 1.89 Inlet Con.24" OT 26.3 0.87 3.59 1.60 1.79 3.59 0.2 1.80 1.90 1.90 2.17 0.75 3.33 201.74 8.37 Inlet Con.SUMMARY AND RECOMMENDATIONS:HW CONTROL IS WHERE WATER WOULD OVERTOP THE BERM AT -L- 15+50 AND ROLL INTO EXISTING DITCH, OT AT SAME LOCATIONPIPE DATA SHEET(@L 15+50)(@L 15+50)404Bury Depth =DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/13/17COUNTY: WAKEDESIGNED BY: AKSPROJ. NO.: 0.0000000I.D. NO.: 0STATION:-L- STA. 14+55CHECKED BY: BDBDESCRIPTION:D= 2.00 FT.TAILWATER CALCULATIONS0.8*D=1.60s= 0.0069B y M S n A P Q Vc Use n= 0.045No. cfs ft ft ft/ft ft/ft sq.ft. ft cfs ft/sTWQ5 3.32 2.0 0.67 1.5 0.0069 0.045 2.03 4.43 3.32 1.10 1.60 Depth=Q10 3.70 2.0 0.72 1.5 0.0069 0.045 2.20 4.58 3.70 1.13 1.60 slope=Q25 4.09 2.0 0.75 1.5 0.0069 0.045 2.36 4.72 4.09 1.16 1.601.5Q50 4.38 2.0 0.78 1.5 0.0069 0.045 2.49 4.82 4.38 1.18 1.60 to 1Q100 4.65 2.0 0.81 1.5 0.0069 0.045 2.59 4.91 4.65 1.20 1.60 base=2.0ftQ500 5.10 2.0 0.85 1.5 0.0069 0.045 2.77 5.06 5.10 1.23 1.60 QOT 5.36 2.0 0.87 1.5 0.0069 0.045 2.87 5.14 5.36 1.25 1.60Q CALCULATIONSTc I A QNo. min in/hr C acres cfsQ5 5.00 6.50 0.60 0.9 3.32Q10 5.00 7.25 0.60 0.9 3.70Q25 5.00 8.02 0.60 0.9 4.09Q50 5.00 8.59 0.60 0.9 4.38Q100 5.00 9.11 0.60 0.9 4.65Q500 5.00 10.00 0.60 0.9 5.10QOT 5.00 10.50 0.60 0.9 5.36DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/13/17REVISED:SHEET 3OF 8PROJ. NO.: I.D. NO.:COUNTY: WAKEDESIGNED BY: AKSDESCRIPTION: YONKERS RD.CHECKED BY: BDBINSTALL 18" RCP-III Shoulder 232.61CenterlinePLAN SUMMARY DATANOT BURIEDElev.Elev. 231.59 Drainage Area2.35 acresPIPE ANALYZED AS 18" RCPDesign Freq.50 yrsStation-L- STA. 32+46Design Disch.10.6 cfsSkew67°H.W.H Design H.W. Elev.228.65 ftSize/Type Pipe18" RCPLSoT.W. Q100 Disch.11.2 cfsType EntranceProjectingQ100 H.W. Elev.228.79 ftDirection of FlowSOUTHBed Elev. 226.50 So = 0.0363 ft/ft Bed Elev. 223.67 Overtopping Freq.500+ yrsHydrological Meth.RationalInv. Elev. 226.50 L = 78.00 ft Inv. Elev. 223.67 Overtopping Disch15.7 cfsH.W. Control Elev.230.000.0 ftOvertopping Elev.230.00 ft0.8*d=ANALYSIS Freq. Q Nat. Allow 1.20INLET CONT. OUTLET CONTROLH.W. VoSIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W.Elev. (ft/s) COMMENTSRCP18" 10 9.0 1.72 3.50 1.72 1.21 1.82 0.2 1.18 1.34 1.72 0.96 2.83-0.16 228.32 5.07 Inlet Con.18" 25 9.9 1.78 3.50 1.78 1.33 2.00 0.2 1.25 1.37 1.78 1.17 2.830.12 228.50 5.60 Inlet Con.18" 50 10.6 1.83 3.50 1.83 1.43 2.15 0.2 1.30 1.40 1.83 1.34 2.83 0.34 228.65 5.99 Inlet Con.18" 100 11.2 1.87 3.50 1.87 1.52 2.29 0.2 1.35 1.42 1.87 1.51 2.83 0.54 228.79 6.35 Inlet Con.18" 500 12.3 1.93 3.50 1.93 1.70 2.55 0.2 1.35 1.43 1.93 1.81 2.83 0.92 229.05 6.97 Inlet Con.18" OT 15.7 1.97 3.50 1.97 2.33 3.50 0.2 1.35 1.43 1.97 2.94 2.83 2.07 230.00 8.87 Inlet Con.SUMMARY AND RECOMMENDATIONS:HW CONTROL IS WHERE WATER WOULD OVERTOP FALSE SUMP IN DITCH AT -L- 34+50 LT AND TRAVEL DOWN TO 15" CROSSING, OT WOULD NOT OCCURPIPE DATA SHEET(@L 32+50)(@L 32+50)601Bury Depth =DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/13/17COUNTY: WAKEDESIGNED BY: AKSPROJ. NO.: 0.0000000I.D. NO.: 0STATION:-L- STA. 32+46CHECKED BY: BDBDESCRIPTION:D= 1.50 FT.TAILWATER CALCULATIONS0.8*D=1.20s= 0.0030B y M S n A P Q Vc Use n= 0.045No. cfs ft ft ft/ft ft/ft sq.ft. ft cfs ft/sTWQ5 8.03 0.0 1.65 2.0 0.0030 0.045 5.43 7.37 8.03 0.99 1.65 Depth=Q10 8.95 0.0 1.72 2.0 0.0030 0.045 5.89 7.68 8.96 1.02 1.72 slope=Q25 9.89 0.0 1.78 2.0 0.0030 0.045 6.35 7.97 9.90 1.05 1.782.0Q50 10.59 0.0 1.83 2.0 0.0030 0.045 6.68 8.18 10.60 1.06 1.83 to 1Q100 11.22 0.0 1.87 2.0 0.0030 0.045 6.98 8.35 11.23 1.08 1.87base=0.0ftQ500 12.32 0.0 1.93 2.0 0.0030 0.045 7.49 8.65 12.33 1.11 1.93V ditchQOT 12.87 0.0 1.97 2.0 0.0030 0.045 7.74 8.80 12.88 1.12 1.97Q CALCULATIONSTc I A QNo. min in/hr C acres cfsQ5 7.00 5.98 0.57 2.4 8.03Q10 7.00 6.67 0.57 2.4 8.95Q25 7.00 7.37 0.57 2.4 9.89Q50 7.00 7.89 0.57 2.4 10.59Q100 7.00 8.36 0.57 2.4 11.22Q500 7.00 9.18 0.57 2.4 12.32QOT 7.00 9.59 0.57 2.4 12.87DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/13/17REVISED:SHEET 4OF 8PROJ. NO.: I.D. NO.:COUNTY: WAKEDESIGNED BY: AKSDESCRIPTION: YONKERS RD.CHECKED BY: BDBINSTALL 15" RCP-III Shoulder 230.08CenterlinePLAN SUMMARY DATANOT BURIEDElev.Elev. 229.32 Drainage Area0.83 acresPIPE ANALYZED AS 15" RCPDesign Freq.50 yrsStation-L- STA. 35+88Design Disch.3.9 cfsSkew87°H.W.H Design H.W. Elev.228.96 ftSize/Type Pipe15" RCPLSoT.W. Q100 Disch.4.1 cfsType EntranceProjectingQ100 H.W. Elev.228.99 ftDirection of FlowSOUTHBed Elev. 227.78 So = 0.0832 ft/ft Bed Elev. 222.87 Overtopping Freq.100+ yrsHydrological Meth.RationalInv. Elev. 227.78 L = 59.00 ft Inv. Elev. 222.87 Overtopping Disch4.2 cfsH.W. Control Elev.229.000.0 ftOvertopping Elev.229.00 ft0.8*d=ANALYSIS Freq. Q Nat. Allow 1.00INLET CONT. OUTLET CONTROLH.W. VoSIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W.Elev. (ft/s) COMMENTSRCP15" 10 3.3 1.18 1.22 1.18 0.85 1.06 0.2 0.71 0.98 1.18 0.28 4.91-3.46 228.84 2.74 Inlet Con.15" 25 3.6 1.22 1.22 1.22 0.89 1.11 0.2 0.75 1.00 1.22 0.32 4.91-3.36 228.89 2.97 Inlet Con.15" 50 3.9 1.25 1.22 1.25 0.94 1.18 0.2 0.78 1.02 1.25 0.37 4.91-3.29 228.96 3.16 Inlet Con.15" 100 4.1 1.28 1.22 1.28 0.97 1.21 0.2 0.81 1.03 1.28 0.41 4.91 -3.22 228.99 3.35 Inlet Con.15" 500 4.5 1.33 1.22 1.33 1.03 1.29 0.2 0.86 1.05 1.33 0.50 4.91 -3.09 229.07 3.67 Inlet Con.15" OT 4.2 1.35 1.22 1.35 0.98 1.23 0.2 0.82 1.04 1.35 0.43 4.91-3.13 229.01 3.42 Inlet Con.SUMMARY AND RECOMMENDATIONS:HW CONTROL IS WHERE WATER WOULD OVERTOP FALSE SUMP IN DITCH AT -L- 36+00 LT AND TRAVEL DOWN TO BOX AT 38+40 LT OT WOULD NOT OCCURPIPE DATA SHEET(@L 36+00)(@L 36+00)607Bury Depth =DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/13/17COUNTY: WAKEDESIGNED BY: AKSPROJ. NO.: 0.0000000I.D. NO.: 0STATION:-L- STA. 35+88CHECKED BY: BDBDESCRIPTION:D= 1.25 FT.TAILWATER CALCULATIONS0.8*D=1.00s= 0.0030B y M S n A P Q Vc Use n= 0.045No. cfs ft ft ft/ft ft/ft sq.ft. ft cfs ft/sTWQ5 2.95 0.0 1.13 2.0 0.0030 0.045 2.56 5.06 2.95 0.77 1.13 Depth=Q10 3.29 0.0 1.18 2.0 0.0030 0.045 2.78 5.27 3.29 0.79 1.18 slope=Q25 3.63 0.0 1.22 2.0 0.0030 0.045 2.99 5.47 3.63 0.81 1.222.0Q50 3.88 0.0 1.25 2.0 0.0030 0.045 3.15 5.61 3.88 0.83 1.25 to 1Q100 4.11 0.0 1.28 2.0 0.0030 0.045 3.28 5.73 4.11 0.84 1.28 base=0.0ftQ500 4.51 0.0 1.33 2.0 0.0030 0.045 3.52 5.93 4.51 0.86 1.33V ditchQOT 4.69 0.0 1.35 2.0 0.0030 0.045 3.62 6.02 4.69 0.87 1.35Q CALCULATIONSTc I A QNo. min in/hr C acres cfsQ5 9.00 5.47 0.65 0.8 2.95Q10 9.00 6.09 0.65 0.8 3.29Q25 9.00 6.72 0.65 0.8 3.63Q50 9.00 7.19 0.65 0.8 3.88Q100 9.00 7.61 0.65 0.8 4.11Q500 9.00 8.35 0.65 0.8 4.51QOT 9.00 8.68 0.65 0.8 4.69DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/13/17REVISED:SHEET 5OF 8PROJ. NO.: I.D. NO.:COUNTY: WAKEDESIGNED BY: AKSDESCRIPTION: YONKERS RD.CHECKED BY: BDBEXTEND EXISTING 42" WITH 54" RCP-III Shoulder 216.83CenterlinePLAN SUMMARY DATABURIED 1.0'Elev.Elev. 217.16 Drainage Area51.79 acresPIPE ANALYZED AS 42" RCPDesign Freq.50 yrsStation-L- STA. 46+00Design Disch.132.2 cfsSkew90°H.W.H Design H.W. Elev.208.91 ftSize/Type Pipe54" RCPLSoT.W. Q100 Disch.141.3 cfsType EntranceHeadwallQ100 H.W. Elev.209.70 ftDirection of FlowSOUTH-WESTBed Elev. 200.85 So = 0.0221 ft/ft Bed Elev. 198.33 Overtopping Freq.500+ yrsHydrological Meth.RationalInv. Elev. 199.85 L = 114.00 ft Inv. Elev. 198.33 Overtopping Disch179.7 cfsH.W. Control Elev.212.59Inlet Bury Depth = 1.0 ftOvertopping Elev.213.59 ft0.8*d=ANALYSIS Freq. Q Nat. Allow 2.80INLET CONT. OUTLET CONTROLH.W. VoSIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W.Elev. (ft/s) COMMENTSRCP42" 10 108.5 4.44 11.74 4.44 1.79 6.27 0.2 3.15 3.33 4.44 3.50 2.52 5.41 207.12 11.28 Inlet Con.42" 25 121.9 4.64 11.74 4.64 2.07 7.24 0.2 3.15 3.33 4.64 4.41 2.52 6.53 208.09 12.67 Inlet Con.42" 50 132.2 4.78 11.74 4.78 2.30 8.06 0.2 3.15 3.33 4.78 5.18 2.52 7.44 208.91 13.74 Inlet Con.42" 100 141.3 4.90 11.74 4.90 2.53 8.85 0.2 3.15 3.33 4.90 5.922.52 8.30 209.70 14.69 Inlet Con.42" 500 158.7 5.11 11.74 5.11 3.00 10.49 0.2 3.15 3.33 5.11 7.47 2.52 10.06 211.34 16.49 Inlet Con.42" OT 179.7 5.21 11.74 5.21 3.64 12.74 0.2 3.15 3.33 5.21 9.582.52 12.27 213.59 18.68 Inlet Con.SUMMARY AND RECOMMENDATIONS:HW CONTROL IS 1' BELOW SHOULDER/BERM AT LOW POINT (-L- 44+48.71), OT AT SAME LOCATIONSTANDARD OUTLET PROTECTION - CLASS I RIPRAP IS REQUIRED NOTE: 10YR FREEBOARD (2' MIN), 100YR FREEBOARD (0.5' MIN)PIPE DATA SHEET(@L 46+00)(@L 46+00)706DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/13/17COUNTY: WAKEDESIGNED BY: AKSPROJ. NO.: 0.0000000I.D. NO.: 0STATION:-L- STA. 46+00CHECKED BY: BDBDESCRIPTION:D= 3.50 FT.TAILWATER CALCULATIONS0.8*D=2.80s= 0.0030B y M S n A P Q Vc Use n= 0.045No. cfs ft ft ft/ft ft/ft sq.ft. ft cfs ft/sTWQ5 100.19 0.0 4.24 2.0 0.0030 0.045 36.03 18.98 100.19 1.87 4.24 Depth=Q10 112.89 0.0 4.44 2.0 0.0030 0.045 39.40 19.85 112.89 1.92 4.44 slope=Q25 126.74 0.0 4.64 2.0 0.0030 0.045 42.97 20.73 126.74 1.98 4.642.0Q50 137.34 0.0 4.78 2.0 0.0030 0.045 45.67 21.37 137.47 2.02 4.78 to 1Q100 146.77 0.0 4.90 2.0 0.0030 0.045 48.00 21.91 146.89 2.054.90 base=0.0ftQ500 164.68 0.0 5.11 2.0 0.0030 0.045 52.32 22.87 164.76 2.115.11V ditchQOT 172.67 0.0 5.21 2.0 0.0030 0.045 54.21 23.28 172.74 2.14 5.21Q CALCULATIONSTc I A Q Tc I C A QNo. min in/hr C acres cfs No. min in/hr acres cfsQ5 27.00 3.38 0.55 51.8 96.28 Q5 5.00 6.50 0.85 0.7 3.91Q10 27.00 3.81 0.55 51.8 108.53 Q10 5.00 7.25 0.85 0.7 4.36Q25 27.00 4.28 0.55 51.8 121.92 Q25 5.00 8.02 0.85 0.7 4.82Q50 27.00 4.64 0.55 51.8 132.18 Q50 5.00 8.59 0.85 0.7 5.16Q100 27.00 4.96 0.55 51.8 141.29 Q100 5.00 9.11 0.85 0.7 5.47Q500 27.00 5.57 0.55 51.8 158.67 Q500 5.00 10.00 0.85 0.7 6.01QOT 27.00 5.84 0.55 51.8 166.36 QOT 5.00 10.50 0.85 0.7 6.31ADDITIONAL TAILWATER Q FROM CLOSED SYSTEMDocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/13/17REVISED:SHEET 6OF 8PROJ. NO.: I.D. NO.:COUNTY: WAKEDESIGNED BY: AKSDESCRIPTION: YONKERS RD.CHECKED BY: BDBRETAIN EXISTING 36" RCP-III Shoulder 194.63CenterlinePLAN SUMMARY DATANOT BURIEDElev.Elev. 195.16 Drainage Area3.41 acresPIPE ANALYZED AS 36" RCPDesign Freq.25 yrsStation-L- STA. 95+55 RTDesign Disch.11.4 cfsSkew90°H.W.H Design H.W. Elev.191.32 ftSize/Type Pipe36" RCPLSoT.W. Q100 Disch.12.9 cfsType EntranceProjectingQ100 H.W. Elev.191.44 ftDirection of FlowNORTH-WESTBed Elev. 189.82 So = 0.0143 ft/ft Bed Elev. 188.78 Overtopping Freq.500+ yrsHydrological Meth.RationalInv. Elev. 189.82 L = 73.00 ft Inv. Elev. 188.78 Overtopping Disch66.0 cfsH.W. Control Elev.193.630.0 ftOvertopping Elev.194.63 ft0.8*d=ANALYSIS Freq. Q Nat. Allow 2.40INLET CONT. OUTLET CONTROLH.W. VoSIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W.Elev. (ft/s) COMMENTSRCP36" 10 10.2 0.65 3.81 2.400.501.50 0.2 0.97 1.99 2.40 0.07 1.04 1.43 191.32 1.69 Inlet Con.36" 25 11.4 0.68 3.81 2.400.501.50 0.2 1.02 2.01 2.40 0.09 1.04 1.45 191.32 1.87 Inlet Con.36" 50 12.2 0.71 3.81 2.400.521.56 0.2 1.06 2.03 2.40 0.10 1.04 1.46 191.38 2.01 Inlet Con.36" 100 12.9 0.73 3.81 2.400.541.62 0.2 1.09 2.05 2.40 0.12 1.04 1.47 191.44 2.12 Inlet Con.36" 500 14.2 0.77 3.81 2.400.571.71 0.2 1.15 2.07 2.40 0.14 1.04 1.50 191.53 2.34 Inlet Con.36" OT 66.0 0.78 3.81 2.40 1.60 4.81 0.2 2.70 2.85 2.85 2.23 1.04 4.03 194.63 9.33 Inlet Con.SUMMARY AND RECOMMENDATIONS:HW CONTROL IS 1' BELOW THE SHOULDER AT THE DRIVEWAY, OT AT SAME LOCATION (CORNER OF BUILDING AT197.33')STANDARD OUTLET PROTECTION - CLASS I RIPRAP IS REQUIREDPIPE DATA SHEET(@DRIVEWAY)(@DRIVEWAY)12EX4Bury Depth =DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/13/17COUNTY: WAKEDESIGNED BY: AKSPROJ. NO.: 0.0000000I.D. NO.: 0STATION:-L- STA. 95+55 RTCHECKED BY: BDBDESCRIPTION:D= 3.00 FT.TAILWATER CALCULATIONS0.8*D=2.40s= 0.0766B y M S n A P Q Vc Use n= 0.045No. cfs ft ft ft/ft ft/ft sq.ft. ft cfs ft/sTWQ5 9.18 2.0 0.61 1.5 0.0766 0.045 1.78 4.20 9.18 3.47 2.40 Depth=Q10 10.24 2.0 0.65 1.5 0.0766 0.045 1.92 4.33 10.24 3.58 2.40 slope=Q25 11.35 2.0 0.68 1.5 0.0766 0.045 2.07 4.47 11.35 3.68 2.401.5Q50 12.17 2.0 0.71 1.5 0.0766 0.045 2.18 4.56 12.17 3.75 2.40 to 1Q100 12.88 2.0 0.73 1.5 0.0766 0.045 2.27 4.64 12.88 3.81 2.40base=2.0ftQ500 14.19 2.0 0.77 1.5 0.0766 0.045 2.43 4.78 14.19 3.92 2.40 QOT 14.70 2.0 0.78 1.5 0.0766 0.045 2.49 4.83 14.70 3.96 2.40Q CALCULATIONSTc I A QNo. min in/hr C acres cfsQ5 18.00 4.14 0.65 3.4 9.18Q10 18.00 4.62 0.65 3.4 10.24Q25 18.00 5.12 0.65 3.4 11.35Q50 18.00 5.49 0.65 3.4 12.17Q100 18.00 5.81 0.65 3.4 12.88Q500 18.00 6.40 0.65 3.4 14.19QOT 18.00 6.63 0.65 3.4 14.70DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/13/17REVISED:SHEET 7OF 8PROJ. NO.: I.D. NO.:COUNTY: WAKEDESIGNED BY: AKSDESCRIPTION: YONKERS RD.CHECKED BY: BDBINSTALL 36" RCP-III Shoulder 208.70CenterlinePLAN SUMMARY DATANOT BURIEDElev.Elev. 208.39 Drainage Area7.08 acresPIPE ANALYZED AS 36" RCPDesign Freq.25 yrsStation-L- STA. 112+20 RTDesign Disch.34.9 cfsSkew70°H.W.H Design H.W. Elev.205.23 ftSize/Type Pipe36" RCPLSoT.W. Q100 Disch.39.6 cfsType EntranceHeadwallQ100 H.W. Elev.205.86 ftDirection of FlowNORTH-WESTBed Elev. 202.20 So = 0.0066 ft/ft Bed Elev. 201.63 Overtopping Freq.500+ yrsHydrological Meth.RationalInv. Elev. 202.20 L = 86.00 ft Inv. Elev. 201.63 Overtopping Disch60.4 cfsH.W. Control Elev.206.540.0 ftOvertopping Elev.206.54 ft0.8*d=ANALYSIS Freq. Q Nat. Allow 2.40INLET CONT. OUTLET CONTROLH.W. VoSIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W.Elev. (ft/s) COMMENTSRCP36" 10 31.6 1.58 4.34 2.400.942.82 0.2 1.78 2.39 2.40 0.73 0.57 2.56 205.02 5.22 Inlet Con.36" 25 34.9 1.65 4.34 2.401.013.03 0.2 1.89 2.44 2.44 0.89 0.57 2.76 205.23 5.75 Inlet Con.36" 50 37.4 1.70 4.34 2.401.133.39 0.2 1.97 2.48 2.48 1.02 0.57 2.93 205.59 6.16 Inlet Con.36" 100 39.6 1.75 4.34 2.401.223.66 0.2 2.03 2.52 2.52 1.14 0.57 3.09 205.86 6.53 Inlet Con.36" 500 43.4 1.83 4.34 2.401.313.93 0.2 2.15 2.57 2.57 1.38 0.57 3.38 206.13 7.16 Inlet Con.36" OT 60.4 1.86 4.34 2.40 1.45 4.34 0.2 2.61 2.81 2.81 1.96 0.57 4.19 206.54 8.54 Inlet Con.SUMMARY AND RECOMMENDATIONS:HW CONTROL IS CORNER OF BUILDING AT 111+86 RT,FFE SURVEYED IN AT 206.54', OT OF THE ROAD WOULD NOT OCCURSTANDARD OUTLET PROTECTION - CLASS I RIPRAP IS REQUIREDPIPE DATA SHEET(@DRIVEWAY)(@DRIVEWAY)1401Bury Depth =DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/13/17COUNTY: WAKEDESIGNED BY: AKSPROJ. NO.: 0.0000000I.D. NO.: 0STATION:-L- STA. 112+20 RTCHECKED BY: BDBDESCRIPTION:D= 3.00 FT.TAILWATER CALCULATIONS0.8*D=2.40s= 0.0066B y M S n A P Q Vc Use n= 0.045No. cfs ft ft ft/ft ft/ft sq.ft. ft cfs ft/sTWQ5 28.39 3.0 1.50 3.0 0.0066 0.045 11.29 12.51 28.40 1.69 2.40Depth=Q10 31.62 3.0 1.58 3.0 0.0066 0.045 12.22 12.99 31.62 1.74 2.40 slope=Q25 34.89 3.0 1.65 3.0 0.0066 0.045 13.15 13.45 34.89 1.78 2.403.0Q50 37.36 3.0 1.70 3.0 0.0066 0.045 13.83 13.78 37.36 1.81 2.40 to 1Q100 39.59 3.0 1.75 3.0 0.0066 0.045 14.44 14.07 39.59 1.84 2.40 base=3.0ftQ500 43.41 3.0 1.83 3.0 0.0066 0.045 15.48 14.55 43.45 1.88 2.40 QOT 45.29 3.0 1.86 3.0 0.0066 0.045 15.97 14.77 45.33 1.90 2.40Q CALCULATIONSTc I A QNo. min in/hr C acres cfsQ5 8.00 5.73 0.70 7.1 28.39Q10 8.00 6.38 0.70 7.1 31.62Q25 8.00 7.04 0.70 7.1 34.89Q50 8.00 7.54 0.70 7.1 37.36Q100 8.00 7.99 0.70 7.1 39.59Q500 8.00 8.76 0.70 7.1 43.41QOT 8.00 9.14 0.70 7.1 45.29DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/06/17REVISED:SHEET 8OF 8PROJ. NO.: I.D. NO.:COUNTY: WAKEDESIGNED BY: AKSDESCRIPTION: YONKERS RD.CHECKED BY: BDBEXTEND EXISTING 18" RCP Shoulder 223.83CenterlinePLAN SUMMARY DATANOT BURIEDElev.Elev. 222.81 Drainage Area0.70 acresPIPE ANALYZED AS 18" RCPDesign Freq.50 yrsStation-L- STA. 117+45Design Disch.4.5 cfsSkew78°H.W.H Design H.W. Elev.217.69 ftSize/Type Pipe18" RCPLSoT.W. Q100 Disch.4.8 cfsType EntranceProjectingQ100 H.W. Elev.217.78 ftDirection of FlowNORTH-WESTBed Elev. 216.50 So = 0.0764 ft/ft Bed Elev. 204.50 Overtopping Freq.500+ yrsHydrological Meth.RationalInv. Elev. 216.50 L = 157.00 ft Inv. Elev. 204.50 Overtopping Disch10.2 cfsH.W. Control Elev.218.920.0 ftOvertopping Elev.218.92 ft0.8*d=ANALYSIS Freq. Q Nat. Allow 1.20INLET CONT. OUTLET CONTROLH.W. VoSIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W.Elev. (ft/s) COMMENTSRCP18" 10 3.8 0.95 2.42 1.20 0.70 1.05 0.2 0.72 1.11 1.20 0.36 12.00 -10.44 217.55 2.52 Inlet Con.18" 25 4.2 0.99 2.42 1.20 0.73 1.10 0.2 0.76 1.13 1.20 0.44 12.00 -10.36 217.60 2.79 Inlet Con.18" 50 4.5 1.01 2.42 1.20 0.79 1.19 0.2 0.79 1.15 1.20 0.50 12.00 -10.30 217.69 2.99 Inlet Con.18" 100 4.8 1.04 2.42 1.20 0.85 1.28 0.2 0.82 1.16 1.20 0.56 12.00 -10.24 217.78 3.17 Inlet Con.18" 500 5.3 1.07 2.42 1.20 0.87 1.31 0.2 0.86 1.18 1.20 0.68 12.00 -10.12 217.81 3.48 Inlet Con.18" OT 10.2 1.00 2.42 1.20 1.36 2.04 0.2 1.27 1.39 1.39 1.89 12.00 -8.73 218.54 5.79 Inlet Con.SUMMARY AND RECOMMENDATIONS:HW CONTROL IS WHERE WATER WOULD EXISTING DITCH AT -L- 116+44 LT , OT AT SAME LOCATIONPIPE DATA SHEET(@L 117+50)(@L 117+50)1409Bury Depth =DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 04/06/17COUNTY: WAKEDESIGNED BY: AKSPROJ. NO.: 0.0000000I.D. NO.: 0STATION:-L- STA. 117+45CHECKED BY: BDBDESCRIPTION:D= 1.50 FT.TAILWATER CALCULATIONS0.8*D=1.20s= 0.0052B y M S n A P Q Vc Use n= 0.045No. cfs ft ft ft/ft ft/ft sq.ft. ft cfs ft/sTWQ5 3.42 0.0 0.91 3.0 0.0052 0.045 2.50 5.78 3.42 0.92 1.20 Depth=Q10 3.82 0.0 0.95 3.0 0.0052 0.045 2.72 6.02 3.82 0.94 1.20 slope=Q25 4.22 0.0 0.99 3.0 0.0052 0.045 2.93 6.25 4.22 0.97 1.203.0Q50 4.52 0.0 1.01 3.0 0.0052 0.045 3.08 6.41 4.52 0.98 1.20 to 1Q100 4.80 0.0 1.04 3.0 0.0052 0.045 3.22 6.56 4.79 1.00 1.20 base=0.0ftQ500 5.27 0.0 1.07 3.0 0.0052 0.045 3.46 6.79 5.26 1.02 1.20V ditchQOT 4.33 0.0 1.00 3.0 0.0052 0.045 2.99 6.32 4.34 0.97 1.20Q CALCULATIONSTc I A QNo. min in/hr C acres cfsQ5 5.00 6.50 0.75 0.7 3.42Q10 5.00 7.25 0.75 0.7 3.82Q25 5.00 8.02 0.75 0.7 4.22Q50 5.00 8.59 0.75 0.7 4.52Q100 5.00 9.11 0.75 0.7 4.80Q500 5.00 10.00 0.75 0.7 5.27QOT 5.00 8.23 0.75 0.7 4.33DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619

DITCH COMPUTATIONS

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 4/13/2017REVISED:I.D. NO.: YONKERSPROJ. NO.: COUNTY:WAKEDESIGNED: AKSDESCRIPTION: YONKERS RDCHECKED: BDBMed. Sp. TrialPSHL Lateral G=grassVc Shear Freq.Location Ditch Sp. CutB=class BB y M S n A P R Q Stress - T Freq. Tc I A C Q LINE Station Elev Station Elev Detail ft Tail TYPE I=class Ift ft ft/ft ft/ft sq.ft. ft. ft. cfs ft/slb/ft2yr min in/hr acres cfs4 T OK-L- 11+39 191.01 12+25 191.44 RT O 86 LateralBASE G6 0.20 2.0 0.0050 0.045 1.28 6.89 0.19 0.97 0.76 0.06 grass OK10 5.0 7.25 0.24 0.55 0.974 T OK-L- 14+00 197.50 14+55 196.40 RT B 55 LateralV G0 0.52 2.0 0.0200 0.045 0.55 2.35 0.23 0.98 1.78 0.65 grass OK10 5.0 7.25 0.25 0.55 0.984 T OK-L- 14+55 196.40 15+75 197.00 RT B 120 LateralV G0 0.96 2.0 0.0050 0.045 1.85 4.30 0.43 2.47 1.33 0.30 grass OK10 5.0 7.25 0.62 0.55 2.476 T OK-L- 31+50 230.55 32+35 226.50 LT N 85 Sp. CutV G0 0.80 3.0 0.0476 0.035 1.91 5.05 0.38 9.28 4.86 2.37 Rein. Matt 10 5.0 7.25 1.97 0.65 9.286 T OK-L- 32+35 226.50 34+50 229.00 LT F 215 Sp. CutV G0 0.83 3.0 0.0116 0.035 2.04 5.22 0.39 5.02 2.46 0.60 grass OK10 5.0 7.25 0.99 0.70 5.026 T OK-L- 34+50 229.00 35+89 227.78 LT F 139 Sp. CutV G0 0.69 3.0 0.0088 0.035 1.44 4.39 0.33 2.74 1.90 0.38 grass OK10 5.0 7.25 0.54 0.70 2.746 T OK-L- 35+89 227.78 38+00 221.53 LT F 211 Sp. CutV G0 0.68 3.0 0.0296 0.035 1.37 4.28 0.32 4.71 3.43 1.25 grass OK10 5.0 7.25 0.93 0.70 4.716 T OK-L- 38+00 221.53 38+40 220.82 LT F 40 Sp. CutV G0 0.46 3.0 0.0178 0.035 0.63 2.90 0.22 1.29 2.05 0.51 grass OK10 5.0 7.25 0.25 0.70 1.296 T OK-L- 38+40 220.82 39+00 221.67 LT F 60 Sp. CutV G0 0.48 3.0 0.0142 0.035 0.69 3.02 0.23 1.29 1.88 0.42 grass OK10 5.0 7.25 0.25 0.70 1.296 T OK-L- 37+65 221.10 38+42 219.78 RT M 77 Sp. CutBASE G1 0.15 2.0 0.0172 0.035 0.19 1.66 0.11 0.25 1.32 0.16 grass OK10 5.0 7.25 0.05 0.70 0.256 T OK-L- 38+42 219.78 38+70 219.95 RT M 28 Sp. CutBASE G1 0.10 2.0 0.0060 0.035 0.11 1.43 0.08 0.07 0.61 0.04 grass OK10 5.0 7.25 0.01 0.70 0.076-7 T OK-L- 39+50 220.65 40+50 219.11 LT F 100 Sp. CutV G0 1.16 2.5 0.0154 0.035 3.37 6.25 0.54 11.78 3.50 1.12 grass OK 10 5.0 7.25 2.32 0.70 11.787 T OK-L- 40+50 219.11 41+00 218.61 LT F 50 Sp. CutV G0 1.26 2.5 0.0100 0.035 3.96 6.78 0.58 11.78 2.97 0.79 grass OK 10 5.0 7.25 2.32 0.70 11.787 T OK-L- 42+64 214.72 42+81 214.63 LT E 20 TailV G0 0.69 2.0 0.0045 0.045 0.95 3.08 0.31 0.96 1.01 0.19 grass OK10 5.0 7.25 0.21 0.70 1.057 T OK-L- 41+00 218.61 43+00 214.48 LT F 200 Sp. CutV G0 1.10 2.5 0.0207 0.035 3.02 5.92 0.51 11.78 3.90 1.42 grass OK 10 5.0 7.25 2.32 0.70 11.787 T OK-L- 43+00 214.48 44+00 211.12 LT N 100 Sp. CutV G0 1.06 2.5 0.0336 0.035 2.82 5.71 0.49 13.70 4.87 2.22 Rein. Matt 10 5.0 7.25 2.70 0.70 13.707 T OK-L- 44+00 211.12 44+50 210.86 LT D 50 LateralV G0 1.68 2.5 0.0052 0.045 7.09 9.07 0.78 14.36 2.03 0.55 grass OK 10 5.0 7.25 2.83 0.70 14.367 T OK-L- 52+00 218.41 53+00 220.00 LT F 100 Sp. CutV G0 0.43 2.5 0.0159 0.035 0.46 2.30 0.20 0.83 1.82 0.42 grass OK10 5.0 7.25 0.23 0.50 0.838 T OK-L- 57+30 201.03 - 197.50 RT R 125 TailV I0 2.18 2.0 0.0282 0.061 9.49 9.74 0.97 38.28 4.03 3.84 class I OK 10 30.0 3.54 19.66 0.55 38.289 T OK-L- 62+00 216.30 64+15 210.50 LT F 215 Sp. CutV G0 0.64 2.5 0.0270 0.035 1.03 3.46 0.30 3.23 3.12 1.08 grass OK10 5.0 7.25 0.59 0.75 3.239 T OK-L- 64+15 210.50 66+00 214.00 LT F 185 Sp. CutV G0 0.72 2.5 0.0189 0.035 1.28 3.85 0.33 3.59 2.81 0.84 grass OK10 5.0 7.25 0.66 0.75 3.599 T OK-L- 66+00 214.00 68+85 209.00 LT F 285 Sp. CutV G0 0.83 2.5 0.0176 0.035 1.71 4.46 0.38 5.10 2.98 0.91 grass OK10 5.0 7.25 1.08 0.65 5.109 T OK-L- 70+00 212.00 70+41 211.50 RT D 41 LateralV G0 0.18 2.5 0.0122 0.045 0.09 0.99 0.09 0.06 0.71 0.14 grass OK10 5.0 7.25 0.02 0.50 0.069-10 T OK-L- 70+41 211.50 72+50 213.35 RT D 209 LateralV G0 0.44 2.5 0.0089 0.045 0.48 2.35 0.20 0.51 1.07 0.24 grass OK10 5.0 7.25 0.14 0.50 0.5110 T OK-L- 73+53 212.40 79+00 226.00 LT F 547 Sp. CutV G0 0.59 2.5 0.0249 0.035 0.88 3.19 0.28 2.49 2.84 0.92 grass OK10 5.0 7.25 0.69 0.50 2.4910 T OK-L- 79+50 226.50 80+15 225.50 LT F 65 Sp. CutV G0 0.58 2.5 0.0154 0.035 0.85 3.15 0.27 1.89 2.22 0.56 grass OK10 5.0 7.25 0.33 0.80 1.8910-11 T OK-L- 80+15 225.50 82+00 230.50 LT F 185 Sp. CutV G0 0.71 2.5 0.0270 0.035 1.27 3.84 0.33 4.26 3.35 1.20 grass OK10 5.0 7.25 0.73 0.80 4.2611 T OK-L- 88+00 226.65 89+50 218.00 LT N 150 Sp. CutV G0 0.67 2.0 0.0577 0.035 0.89 2.99 0.30 4.07 4.57 2.40 Rein. Matt 10 5.0 7.25 0.80 0.70 4.0711-12 T OK-L- 90+50 212.97 96+25 194.31 LT G 575 Sp. CutBASE G1 0.32 2.0 0.0324 0.035 0.52 2.42 0.21 1.43 2.75 0.64 grass OK10 5.0 7.25 0.44 0.45 1.43NotesDITCH CAPACITY CALCULATIONSBegin EndR:\Hydraulics\CALCULATIONS\Yonkers_Ditch_Calcs.xlsmDocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 4/13/2017REVISED:I.D. NO.: YONKERSPROJ. NO.: COUNTY:WAKEDESIGNED: AKSDESCRIPTION: YONKERS RDCHECKED: BDBDITCH CAPACITY CALCULATIONS12 T OK-L- 94+10 191.79 95+00 190.20 RT I 90 LateralBASE G6 0.71 3.0 0.0177 0.045 5.81 10.51 0.55 17.24 2.97 0.79 grass OK 10 5.0 7.25 3.66 0.65 17.2412 T OK-L- 95+00 190.20 95+56 189.82 RT I 56 LateralBASE G6 0.93 3.0 0.0068 0.045 8.13 11.86 0.69 17.25 2.12 0.39 grass OK 10 5.0 7.25 3.66 0.65 17.2512 T OK-L- 96+25 194.31 98+00 193.00 LT F 175 Sp. CutV G0 0.71 2.0 0.0075 0.035 1.02 3.20 0.32 1.76 1.72 0.33 grass OK10 5.0 7.25 0.30 0.80 1.7612 T OK-L- 98+00 193.00 99+00 190.69 LT F 100 Sp. CutV G0 0.33 2.0 0.0231 0.035 0.21 1.46 0.15 0.38 1.79 0.47 grass OK10 5.0 7.25 0.08 0.65 0.3812 T OK-L- 99+00 190.69 100+00 189.40 LT F 100 Sp. CutV G0 0.46 2.0 0.0129 0.035 0.42 2.05 0.21 0.71 1.68 0.37 grass OK10 5.0 7.25 0.15 0.65 0.7112 T OK-L- 100+00 189.40 100+24 189.18 LT F 24 Sp. CutV G0 0.52 2.0 0.0090 0.035 0.53 2.31 0.23 0.81 1.52 0.29 grass OK10 5.0 7.25 0.17 0.65 0.8112 T OK-L- 100+24 189.18 101+00 189.41 LT F 76 Sp. CutV G0 0.73 2.0 0.0030 0.035 1.06 3.25 0.33 1.17 1.11 0.14 grass OK10 5.0 7.25 0.25 0.65 1.1713 T OK-L- 102+85 187.22 103+25 189.88 RT P 40 LateralBASE I1 0.93 2.5 0.0665 0.061 3.09 6.01 0.51 12.49 4.04 3.86 class I OK 10 5.0 7.25 2.30 0.75 12.4913 T OK-L- 103+25 189.88 104+16 190.81 RT D 91 LateralV G0 1.41 2.5 0.0103 0.045 4.94 7.57 0.65 12.49 2.53 0.90 grass OK 10 5.0 7.25 2.30 0.75 12.4913 T OK-L- 104+00 190.25 106+00 191.25 LT F 200 Sp. CutV G0 0.54 2.0 0.0050 0.035 0.59 2.43 0.24 0.69 1.17 0.17 grass OK10 5.0 7.25 0.19 0.50 0.6913 T OK-L- 108+55 187.11 110+05 198.50 RT J 150 LateralBASE I3 0.79 2.5 0.0759 0.056 3.90 7.23 0.54 18.96 4.86 3.72 class I OK 10 20.0 4.44 7.12 0.60 18.9613 T OK-L- 110+05 198.50 110+50 201.07 RT J 45 LateralBASE I3 0.84 2.5 0.0571 0.056 4.28 7.52 0.57 18.67 4.36 2.99 class I OK 10 20.0 4.44 7.01 0.60 18.6713 T OK-L- 110+50 201.07 111+35 201.63 RT K 85 LateralBASE G3 1.28 2.5 0.0066 0.045 7.98 9.92 0.80 18.55 2.32 0.53 grass OK 10 20.0 4.44 6.96 0.60 18.5514 T OK-L- 112+20 202.20 113+25 203.00 RT L 105 LateralV G0 2.30 2.0 0.0076 0.045 10.57 10.28 1.03 31.11 2.94 1.09 grass OK 10 5.0 7.25 6.13 0.70 31.1114 T OK-L- 113+25 203.00 116+50 204.50 RT L 325 LateralV G0 1.70 2.0 0.0046 0.045 5.78 7.61 0.76 10.84 1.87 0.49 Rein. Matt 10 5.0 7.25 2.14 0.70 10.8414 T OK-L- 112+91 211.29 114+00 213.86 LT F 109 Sp. CutV G0 0.48 2.5 0.0236 0.035 0.59 2.61 0.23 1.42 2.42 0.71 grass OK10 5.0 7.25 0.24 0.80 1.4214 T OK-L- 117+00 218.49 117+57 216.50 LT F 57 Sp. CutV G0 0.49 2.0 0.0349 0.035 0.49 2.20 0.22 1.41 2.90 1.07 grass OK10 5.0 7.25 0.26 0.75 1.4114 T OK-L- 117+57 216.50 118+00 217.97 LT F 43 Sp. CutV G0 0.72 2.0 0.0342 0.035 1.04 3.23 0.32 3.87 3.71 1.54 grass OK10 5.0 7.25 0.71 0.75 3.8714 T OK-L- 121+00 225.26 - 221.00 RT Q 54 TailV B0 0.61 2.0 0.0789 0.063 0.74 2.72 0.27 2.06 2.79 2.99 Class B OK 10 5.0 7.25 0.41 0.70 2.0614-15 T OK-L- 121+00 225.26 122+00 226.97 RT D 100 LateralV G0 0.59 2.5 0.0171 0.045 0.86 3.16 0.27 1.56 1.82 0.63 grass OK10 5.0 7.25 0.27 0.80 1.5615 T OK-L- 122+00 226.97 123+50 231.45 RT D 150 LateralV G0 0.32 2.5 0.0299 0.045 0.26 1.74 0.15 0.42 1.61 0.60 grass OK10 5.0 7.25 0.09 0.65 0.4215 T OK-L- 125+68 233.81 - 233.42 RT E 47 TailV G0 0.58 2.0 0.0083 0.045 0.68 2.61 0.26 0.84 1.23 0.30 grass OK10 5.0 7.25 0.23 0.50 0.8415 T OK-L- 125+68 233.81 126+31 236.00 RT D 63 LateralV G0 0.30 2.5 0.0350 0.045 0.22 1.61 0.14 0.37 1.66 0.65 grass OK10 5.0 7.25 0.10 0.50 0.3715 T OK-L- 130+30 225.34 131+25 224.63 RT G 95 Sp. CutBASE G1 0.15 2.0 0.0075 0.035 0.20 1.69 0.12 0.18 0.89 0.07 grass OK10 5.0 7.25 0.05 0.50 0.18R:\Hydraulics\CALCULATIONS\Yonkers_Ditch_Calcs.xlsmDocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619

TIME OF CONCENTRATION
COMPUTATIONS

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
TIME OF CONCENTRATION CALCULATIONSDATE: 4/13/17REVISED:I.D. NO.:PROJ. NO.: COUNTY:WAKEDESIGNED: AKSDESCRIPTION: YONKERS ROADCHECKED: BDBTc by Kinematic Wave Equation Trial Tc calculated for Shallow Concentrated Flow Trial Tc calculated for open channelsTotal Discharge calculations by Rational Method Q VavgNo. L n S Tc I L Slope Paved Chart V Tc L B y M S n A P R Q Vc Tc Tc No. Station Freq. Tc I A C Q ft ft/ft min in/hr ft ft/ft Unpaved ft/s min ft ft ft ft/ft ft/ft sq. ft ft cfs ft/s min min yr min in/hr acres cfs 404 120.0 0.24 0.048 8.4 6.15 0 0.014 U 1.92 0.00 105 0.0 0.78 2.0 0.005 0.040 1.23 3.51 0.35 1.610 1.31 1.34 9.79 10 9.8 6.09 0.44 0.60 1.61 601 92.0 0.24 0.130 5.0 7.25 231 0.015 U 1.97 1.95 85 0.0 0.99 2.0 0.048 0.040 1.97 4.44 0.44 9.340 4.73 0.30 7.23 10 7.2 6.67 2.55 0.55 9.34 607 123.0 0.24 0.059 7.9 6.45 0 0.027 U 2.63 0.00 138 0.0 0.86 2.0 0.012 0.040 1.48 3.84 0.38 3.130 2.12 1.08 8.96 10 9.0 6.38 0.83 0.65 3.44 706 300.0 0.24 0.035 18.0 4.62 1470 0.035 U 3.02 8.12 411 3.5 2.10 2.0 0.024 0.040 16.12 12.87 1.25 108.480 6.73 1.02 27.14 1027.1 3.81 51.77 0.55 108.48 1409 87.0 0.24 0.195 4.3 7.25 0 0.015 U 1.97 0.00 129 2.0 0.58 3.0 0.015 0.040 2.18 5.68 0.38 5.280 2.42 0.89 5.16 10 5.2 7.25 0.97 0.75 5.28 1401 5.2 7.25 157 0.076 P 5.62 0.47 430 0.0 2.31 2.0 0.006 0.04010.71 10.35 1.03 31.620 2.95 2.43 8.05 10 8.1 6.38 7.08 0.70 31.62 07EX2 300.0 0.24 0.017 23.3 4.15 634 0.017 U 2.11 5.00 432 0.0 1.51 2.0 0.005 0.020 4.59 6.77 0.68 18.640 4.06 1.77 30.06 10 30.1 3.54 7.52 0.70 18.64 08EX2 300.0 0.24 0.017 25.1 3.55 305 0.017 U 2.07 2.45 653 0.0 1.21 2.0 0.029 0.020 2.94 5.42 0.54 24.790 8.43 1.29 28.80 10 28.8 3.72 10.51 0.65 25.40 09EX5 300.0 0.24 0.017 23.3 4.09 1377 0.017 P 2.68 8.57 0 0.0 2.47 2.0 0.005 0.040 12.18 11.04 1.10 34.280 2.81 0.00 31.91 10 31.9 3.54 19.37 0.50 34.28 09EX1 300.0 0.24 0.015 24.6 4.00 334 0.015 U 1.98 2.82 306 0.0 1.14 2.0 0.015 0.040 2.59 5.09 0.51 7.540 2.91 1.75 29.16 10 29.2 3.63 2.97 0.70 7.54 12EX4 300.0 0.24 0.051 15.8 4.82 405 0.051 U 3.66 1.84 155 6.0 0.51 2.0 0.018 0.040 3.60 8.29 0.43 10.240 2.84 0.91 18.52 10 18.5 4.62 3.41 0.65 10.24 1220 99.0 0.24 0.051 7.1 6.65 0 0.051 P 4.61 0.00 262 0.0 1.24 2.0 0.005 0.040 3.06 5.53 0.55 5.440 1.78 2.45 9.58 10 9.6 6.09 1.28 0.70 5.44 14EX2 73.0 0.02 0.020 1.7 7.85 580 0.010 U 1.64 5.89 95 0.0 0.882.0 0.011 0.020 1.56 3.96 0.40 6.440 4.12 0.38 7.94 10 7.9 6.671.38 0.70 6.44 09EX4 260.0 0.24 0.023 18.8 4.55 625 0.005 U 1.14 9.13 292 0.0 0.80 2.0 0.083 0.020 1.29 3.60 0.36 14.039 10.85 0.45 28.42 10 28.4 3.72 6.86 0.55 14.04 10EX4 102.0 0.24 0.029 8.9 6.15 124 0.081 U 4.58 0.45 0 0.0 0.922.0 0.005 0.040 1.71 4.14 0.41 2.499 1.46 0.00 9.31 10 9.3 6.090.68 0.60 2.50 10EX3 113.0 0.24 0.027 9.9 5.85 0 0.007 P 1.70 0.00 204 0.0 1.022.0 0.006 0.040 2.09 4.57 0.46 3.639 1.74 1.95 11.86 10 11.9 5.62 1.03 0.65 3.76 10EX2 270.0 0.24 0.011 25.3 4.03 451 0.005 U 1.14 6.59 147 0.0 0.65 2.0 0.050 0.020 0.83 2.89 0.29 6.070 7.28 0.34 32.19 10 32.2 3.54 3.12 0.55 6.07 10EX1 55.0 0.24 0.145 3.5 7.50 0 0.005 U 1.14 0.00 555 0.0 0.56 2.0 0.025 0.020 0.62 2.49 0.25 2.870 4.64 1.99 5.49 10 5.5 7.25 0.88 0.45 2.87 1204 26.0 0.24 0.160 2.1 7.84 0 0.007 P 1.70 0.00 568 1.0 0.24 2.0 0.032 0.020 0.36 2.07 0.17 1.470 4.14 2.29 4.42 10 4.4 7.45 0.44 0.45 1.47 12EX3 78.0 0.24 0.010 10.7 5.70 520 0.017 P 2.65 3.27 0 0.0 1.062.0 0.005 0.040 2.23 4.73 0.47 3.571 1.60 0.00 14.01 10 14.0 5.07 0.83 0.85 3.57 12EX2 10.0 0.24 0.040 1.8 8.00 742 0.022 P 2.98 4.14 0 0.0 1.33 2.0 0.005 0.040 3.56 5.97 0.60 6.640 1.87 0.00 5.95 10 5.9 7.25 1.08 0.85 6.64 13EX2 325.0 0.24 0.111 12.6 5.31 0 0.007 P 1.70 0.00 310 0.0 1.02 2.0 0.011 0.040 2.09 4.57 0.46 4.829 2.32 2.23 14.88 10 14.9 5.07 1.80 0.55 5.01 13EX1 103.0 0.24 0.068 6.7 6.75 0 0.007 P 1.70 0.00 170 0.0 1.112.0 0.005 0.040 2.47 4.97 0.50 4.090 1.65 1.71 8.39 10 8.4 6.380.80 0.80 4.09 13EX3 9.0 0.02 0.005 0.7 8.05 349 0.023 P 3.08 1.89 0 0.0 0.69 2.0 0.005 0.040 0.96 3.10 0.31 1.160 1.21 0.00 2.60 10 2.6 7.85 0.16 0.90 1.16 15EX1 69.0 0.24 0.025 7.1 6.65 0 0.007 P 1.70 0.00 429 0.0 0.68 2.0 0.015 0.040 0.92 3.04 0.30 1.900 2.05 3.48 10.61 10 10.6 5.80 0.60 0.55 1.90*from 1409DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619

WATER QUALITY COMPUTATIONS

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Site SCM TypeDrainage AreaAcresImpervious AreaAcresImpervious % Rvu (in_run/in_rain)Required Water Quality Volume Ft3WQV Available FT^3Impervious Treated AcresB1 Bioretention 0.14 0.12 85 0.811 407 615 0.12B2 Bioretention 0.22 0.17 75 0.722 587 704 0.17B3 Bioretention 0.18 0.12 68 0.663 427 854 0.12B4 Bioretention 0.33 0.25 75 0.727 871 1143 0.25B5 Bioretention 0.60 0.18 30 0.320 701 1268 0.18B6 Bioretention 0.27 0.20 73 0.704 694 1082 0.20B7 Bioretention 0.19 0.15 80 0.768 526 994 0.15B8 Bioretention 0.15 0.10 69 0.671 369 609 0.10B9 Bioretention 0.41 0.33 81 0.775 1,149 1195 0.33B10 Bioretention 0.30 0.22 73 0.704 773 1012 0.22B11 Bioretention 0.71 0.53 74 0.720 1,857 1857 0.53B12 Bioretention 0.21 0.15 71 0.692 536 762 0.152.528,896 12,095 2.52Notes 1. Water quality volume computed using simple formula for 1" rainfall (NCDENR BMP Manual)Water Quality Volume CalculationsYonkers Road - Raleigh, NC2. Bioretention surface area computed using ponding depth of 1.0'Total Impervious Area Treated (ac)DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Description Depth (in)
Ponded Water 12
Mulch 4
Filter Media
No. 57 Stone 12
Filter Media Design
87%Sand
10%Fines
3%Organic (Peat Moss)
Phosphorous Index 10 < PI < 30
Permeability, K =1.5 in/hr
***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr.
Determine the Time for Ponded Volume to Drain
Time (hrs) = Depth of ponding/ K
Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs.
Determine Time to Drain 30" Filter Media
Time (hrs) = Depth of media / K
Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs.
CELL A
Design Underdrain System
Determine flow rate through the sand
Area of Filter 205 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.04 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.28
CELL B
Design Underdrain System
Determine flow rate through the sand
Area of Filter 205 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.04 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.28
CELL C
Design Underdrain System
Determine flow rate through the sand
Area of Filter 205 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.04 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.28
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
Bioretention Calculations
Bioretention Cell 1
Bioretention Cell Design
Filter Profile
30
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Description Depth (in)
Ponded Water 12
Mulch 4
Filter Media
No. 57 Stone 12
Filter Media Design
87%Sand
10%Fines
3%Organic (Peat Moss)
Phosphorous Index 10 < PI < 30
Permeability, K =1.5 in/hr
***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr.
Determine the Time for Ponded Volume to Drain
Time (hrs) = Depth of ponding/ K
Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs.
Determine Time to Drain 30" Filter Media
Time (hrs) = Depth of media / K
Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs.
CELL A
Design Underdrain System
Determine flow rate through the sand
Area of Filter 704 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.12 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =3.62
Bioretention Calculations
Bioretention Cell 2
Bioretention Cell Design
Filter Profile
30
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Description Depth (in)
Ponded Water 12
Mulch 4
Filter Media
No. 57 Stone 12
Filter Media Design
87%Sand
10%Fines
3%Organic (Peat Moss)
Phosphorous Index 10 < PI < 30
Permeability, K =1.5 in/hr
***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr.
Determine the Time for Ponded Volume to Drain
Time (hrs) = Depth of ponding/ K
Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs.
Determine Time to Drain 30" Filter Media
Time (hrs) = Depth of media / K
Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs.
CELL A
Design Underdrain System
Determine flow rate through the sand
Area of Filter 280 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.05 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.56
CELL B
Design Underdrain System
Determine flow rate through the sand
Area of Filter 280 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.05 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.56
CELL C
Design Underdrain System
Determine flow rate through the sand
Area of Filter 280 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.05 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.56
Bioretention Calculations
Bioretention Cell 3
Bioretention Cell Design
Filter Profile
30
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Description Depth (in)
Ponded Water 12
Mulch 4
Filter Media
No. 57 Stone 12
Filter Media Design
87%Sand
10%Fines
3%Organic (Peat Moss)
Phosphorous Index 10 < PI < 30
Permeability, K =1.5 in/hr
***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr.
Determine the Time for Ponded Volume to Drain
Time (hrs) = Depth of ponding/ K
Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs.
Determine Time to Drain 30" Filter Media
Time (hrs) = Depth of media / K
Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs.
CELL A
Design Underdrain System
Determine flow rate through the sand
Area of Filter 288 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.05 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.59
CELL B
Design Underdrain System
Determine flow rate through the sand
Area of Filter 285 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.05 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.58
CELL C
Design Underdrain System
Determine flow rate through the sand
Area of Filter 284 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.05 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.58
CELL D
Design Underdrain System
Determine flow rate through the sand
Area of Filter 286 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.05 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.58
Bioretention Calculations
Bioretention Cell 4
Bioretention Cell Design
Filter Profile
30
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Description Depth (in)
Ponded Water 12
Mulch 4
Filter Media
No. 57 Stone 12
Filter Media Design
87% Sand
10% Fines
3% Organic (Peat Moss)
Phosphorous Index 10 < PI < 30
Permeability, K = 1.5 in/hr
***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr.
Determine the Time for Ponded Volume to Drain
Time (hrs) = Depth of ponding/ K
Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs.
Determine Time to Drain 30" Filter Media
Time (hrs) = Depth of media / K
Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs.
CELL A
Design Underdrain System
Determine flow rate through the sand
Area of Filter 179 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.03 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.17
CELL B
Design Underdrain System
Determine flow rate through the sand
Area of Filter 181 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.03 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.18
CELL C
Design Underdrain System
Determine flow rate through the sand
Area of Filter 179 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.03 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.17
CELL D
Design Underdrain System
Determine flow rate through the sand
Area of Filter 179 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.03 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.17
CELL E
Design Underdrain System
Determine flow rate through the sand
Area of Filter 180 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.03 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.17
CELL F
Design Underdrain System
Determine flow rate through the sand
Area of Filter 185 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.03 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.19
CELL G
Design Underdrain System
Determine flow rate through the sand
Area of Filter 185 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.03 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.19
Bioretention Calculations
Bioretention Cell 5
Bioretention Cell Design
Filter Profile
30
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes 1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes 1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes 1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes 1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes 1
Use 6" pipes 1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes 1
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Description Depth (in)
Ponded Water 12
Mulch 4
Filter Media
No. 57 Stone 12
Filter Media Design
87%Sand
10%Fines
3%Organic (Peat Moss)
Phosphorous Index 10 < PI < 30
Permeability, K =1.5 in/hr
***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr.
Determine the Time for Ponded Volume to Drain
Time (hrs) = Depth of ponding/ K
Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs.
Determine Time to Drain 30" Filter Media
Time (hrs) = Depth of media / K
Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs.
CELL A
Design Underdrain System
Determine flow rate through the sand
Area of Filter 314 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.05 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.67
CELL B
Design Underdrain System
Determine flow rate through the sand
Area of Filter 413 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.07 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.96
CELL C
Design Underdrain System
Determine flow rate through the sand
Area of Filter 355 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.06 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.80
Bioretention Calculations
Bioretention Cell 6
Bioretention Cell Design
Filter Profile
30
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Description Depth (in)
Ponded Water 12
Mulch 4
Filter Media
No. 57 Stone 12
Filter Media Design
87%Sand
10%Fines
3%Organic (Peat Moss)
Phosphorous Index 10 < PI < 30
Permeability, K =1.5 in/hr
***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr.
Determine the Time for Ponded Volume to Drain
Time (hrs) = Depth of ponding/ K
Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs.
Determine Time to Drain 30" Filter Media
Time (hrs) = Depth of media / K
Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs.
CELL A
Design Underdrain System
Determine flow rate through the sand
Area of Filter 995 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.17 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =4.12
Bioretention Calculations
Bioretention Cell 7
Bioretention Cell Design
Filter Profile
30
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Description Depth (in)
Ponded Water 12
Mulch 4
Filter Media
No. 57 Stone 12
Filter Media Design
87%Sand
10%Fines
3%Organic (Peat Moss)
Phosphorous Index 10 < PI < 30
Permeability, K =1.5 in/hr
***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr.
Determine the Time for Ponded Volume to Drain
Time (hrs) = Depth of ponding/ K
Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs.
Determine Time to Drain 30" Filter Media
Time (hrs) = Depth of media / K
Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs.
CELL A
Design Underdrain System
Determine flow rate through the sand
Area of Filter 610 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.11 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =3.43
Bioretention Calculations
Bioretention Cell 8
Bioretention Cell Design
Filter Profile
30
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Description Depth (in)
Ponded Water 12
Mulch 4
Filter Media
No. 57 Stone 12
Filter Media Design
87%Sand
10%Fines
3%Organic (Peat Moss)
Phosphorous Index 10 < PI < 30
Permeability, K =1.5 in/hr
***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr.
Determine the Time for Ponded Volume to Drain
Time (hrs) = Depth of ponding/ K
Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs.
Determine Time to Drain 30" Filter Media
Time (hrs) = Depth of media / K
Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs.
CELL A
Design Underdrain System
Determine flow rate through the sand
Area of Filter 294 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.05 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.61
CELL B
Design Underdrain System
Determine flow rate through the sand
Area of Filter 293 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.05 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.61
CELL C
Design Underdrain System
Determine flow rate through the sand
Area of Filter 293 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.05 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.61
CELL D
Design Underdrain System
Determine flow rate through the sand
Area of Filter 293 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.05 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.61
Bioretention Calculations
Bioretention Cell 9
Bioretention Cell Design
Filter Profile
30
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Description Depth (in)
Ponded Water 12
Mulch 4
Filter Media
No. 57 Stone 12
Filter Media Design
87%Sand
10%Fines
3%Organic (Peat Moss)
Phosphorous Index 10 < PI < 30
Permeability, K =1.5 in/hr
***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr.
Determine the Time for Ponded Volume to Drain
Time (hrs) = Depth of ponding/ K
Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs.
Determine Time to Drain 30" Filter Media
Time (hrs) = Depth of media / K
Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs.
CELL A
Design Underdrain System
Determine flow rate through the sand
Area of Filter 270 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.05 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.53
CELL B
Design Underdrain System
Determine flow rate through the sand
Area of Filter 277 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.05 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.55
CELL C
Design Underdrain System
Determine flow rate through the sand
Area of Filter 270 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.05 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.53
CELL D
Design Underdrain System
Determine flow rate through the sand
Area of Filter 196 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.03 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.24
Bioretention Calculations
Bioretention Cell 10
Bioretention Cell Design
Filter Profile
30
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Description Depth (in)
Ponded Water 12
Mulch 4
Filter Media
No. 57 Stone 12
Filter Media Design
87%Sand
10%Fines
3%Organic (Peat Moss)
Phosphorous Index 10 < PI < 30
Permeability, K =1.5 in/hr
***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr.
Determine the Time for Ponded Volume to Drain
Time (hrs) = Depth of ponding/ K
Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs.
Determine Time to Drain 30" Filter Media
Time (hrs) = Depth of media / K
Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs.
CELL A
Design Underdrain System
Determine flow rate through the sand
Area of Filter 242 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.04 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.43
CELL B
Design Underdrain System
Determine flow rate through the sand
Area of Filter 242 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.04 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.43
CELL C
Design Underdrain System
Determine flow rate through the sand
Area of Filter 242 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.04 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.43
CELL D
Design Underdrain System
Determine flow rate through the sand
Area of Filter 242 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.04 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.43
CELL E
Design Underdrain System
Determine flow rate through the sand
Area of Filter 242 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.04 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.43
CELL F
Design Underdrain System
Determine flow rate through the sand
Area of Filter 242 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.04 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.43
CELL G
Design Underdrain System
Determine flow rate through the sand
Area of Filter 232 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.04 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.39
CELL H
Design Underdrain System
Determine flow rate through the sand
Area of Filter 172 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.03 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.13
Bioretention Calculations
Bioretention Cell 11
Bioretention Cell Design
Filter Profile
30
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Description Depth (in)
Ponded Water 12
Mulch 4
Filter Media
No. 57 Stone 12
Filter Media Design
87%Sand
10%Fines
3%Organic (Peat Moss)
Phosphorous Index 10 < PI < 30
Permeability, K =1.5 in/hr
***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr.
Determine the Time for Ponded Volume to Drain
Time (hrs) = Depth of ponding/ K
Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs.
Determine Time to Drain 30" Filter Media
Time (hrs) = Depth of media / K
Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs.
CELL A
Design Underdrain System
Determine flow rate through the sand
Area of Filter 254 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.04 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.47
CELL B
Design Underdrain System
Determine flow rate through the sand
Area of Filter 254 sf Largest area to an underdrain within cell
Factor of Safety (FS) =5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) = 0.04 cfs
Determine pipe size for filter flow rate
n =0.011
S (ft/ft) =0.005
D (in) =2.47
CELL C
Design Underdrain System
Determine flow rate through the sand
Area of Filter 254 sf Largest area to an underdrain within cell
Factor of Safety (FS) = 5
Qfilter = Area of Filter * K * FS
Qfilter (cfs) =0.04 cfs
Determine pipe size for filter flow rate
n = 0.011
S (ft/ft) = 0.005
D (in) = 2.47
Bioretention Calculations
Bioretention Cell 12
Bioretention Cell Design
Filter Profile
30
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
D (in) = 16*[Qfilter*n/S^0.5)^(3/8)
Use 6" pipes1
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619

SEASONAL HIGH WATER
DETERMINATION

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619

SEASONAL HIGH WATER TABLE DETERMINATION

Yonkers Road
Raleigh, North Carolina
Job # 16-741

Prepared For:

Patrick Alton, PE
Froehling & Robertson, Inc.
310 Hubert Street
Raleigh NC 27603

Prepared By:

1000 Corporate Drive, Suite 101
Hillsborough, NC 27278
Tel [phone]

July 8, 2016

John C. Roberts
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Yonkers Rd-SHWT Determination July 8, 2016
Three Oaks Job #16-741 1
INTRODUCTION

Froehling & Robertson, Inc. (F&R) is investigating the possibility of installing stormwater control
measures (SCMs) along Yonkers Road in Raleigh, NC. The proposed SCMs will collect and treat
runoff from adjacent impervious surfaces. As part of the design and application process, a soils
investigation detailing soil type and depth to seasonal high water table (SHWT) is required. Three
Oaks Engineering (Three Oaks) has been retained to perform the soils investigation.

SITE DESRIPTION & INVESTIGATION METHODOLOGY

The study area included the area immediately adjacent to Yonkers Road. The SCMs are generally
proposed to be installed within 10 to 15-feet from the edge of pavement. The Wake County Soil
Survey was reviewed prior to the field investigation to get an idea of the mapped soil series within
the study area. Information for these soil series is listed in Table 1.

Table 1. Soil Series, Map Unit Symbol, and Taxonomic Classification
Map Unit
Symbol Soil Series Taxonomic Class
AfA Altavista Fine-loamy, mixed, semiactive, Thermic Aquic
Hapludults
AgB, AgC,
ApB Appling Fine, kaolinitic, thermic Typic Kanhapludults
AuA Augusta Fine-loamy, mixed, semiactive, thermic Aeric
Endoaquults
CeB2, CeC2,
ClB3, ClC3 Cecil Fine, kaolinitic, thermic Typic Kandhapludults
Cm Chewacla Fine-loamy, mixed, active, thermic Fluvaquentic
Dystrudepts
FaB2 Faceville Fine, kaolinitic, thermic Typic Kandiudults
Me Mantachie Fine-loamy, siliceous, active, acid, thermic Fluventic
Endoaquepts
WkE Wake Mixed, thermic lithic Udipsamments
Wo Wehadkee and Bibb soils N/A
Ma Made land None

The field investigation was performed on June 27-29, 2016, by John C. Roberts, LSS. Maintained
roadway grass comprised the vegetation type at the boring locations. Soil borings were completed
via a 2-inch split-spoon sampler. Soil borings were observed under moist conditions. Observations
of soil properties (depth, texture, restrictive horizons, etc.) were recorded. Soil color was determined
with a Munsell Soil Color Chart.

RESULTS

Soil Type and Depth to Seasonal High Water Table
A soil series determination was made by comparing the soil boring description to the NRCS Official
Series Description (OSD) and the results listed in Table 2. The sol surfaces had been manipulated
and consisted of Human Transported Material (HTM). Soil characteristics used to determine the
existence of a SHWT included redox concentrations and depletions. Table 2 lists the depths for
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Yonkers Rd-SHWT Determination July 8, 2016
Three Oaks Job #16-741 2
SHWTs observed. Subsurface debris and a water main prevented evaluation of B14 and B16 to 120
inches. Full soil profile descriptions are attached.

Table 2. Boring Station Number, Soil Series Determination, and Depth to SHWT
Soil Boring # Station Number Soil Series
Determination
Depth to SHWT
(in)
B1
B2
B3
B4
B5
B6
B7
B11
B10
B14
B16
13+64 LT
14-50 RT
19+40 RT
22+70 LT
37+25 RT
44+49 LT
49+25 LT
74+14 LT
72+83 CL
108+80 RT
128+46 RT
Made land
Made land
Made land
Made land
Made land
Made land
Made land
Made land
Made land
Made land
Made land
80
76
150
>120
>120
58
28
>120
>120
>72
>48

CONCLUSIONS

The findings presented herein represent Three Oaks’ professional opinion based on our and soil
evaluation. This report is provided to assist in the application for a SCM by providing the soil
information. The City of Raleigh, or other applicable permitting agency, must issue the final permit.
Any concurrence with the findings in this report would be made at that time.
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619

PRE AND POST CONSTRUCTION
PEAK DISCHARGE
COMPUTATIONS

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 10/16/17REVISED: Yonkers RdI.D. NO.:PROJ. NO.: COUNTY:WakeDESIGNED: AKSDESCRIPTION:CHECKED: JWMTc by Kinematic Wave Equation Trial Tc calculated for Shallow Concentrated Flow Trial Tc calculated for open channelsTotal Discharge calculations by Rational Method Q VavgNo. L n S Tc I L Slope Paved Chart V Tc L B y M S n A P R Q Vc Tc Tc No. Station Freq. Tc I A C Q ft ft/ft min in/hr ft ft/ft Unpaved ft/s min ft ft ft ft/ft ft/ft sq. ft ft cfs ft/s min minyr min in/hr acres cfsEXIST 1 112.0 0.01 0.005 2.2 7.25 206 0.019 U 2.25 1.53 419 0.0 1.31 2.0 0.013 0.040 3.46 5.88 0.59 10.499 3.04 2.30 6.04 1 -L- Sta. 11+38 RT 10 6.0 5.80 2.70 0.67 10.5 2 300.0 0.24 0.012 27.1 3.80 1154 0.012 U 1.74 11.08 100 0.0 2.15 2.0 0.012 0.040 9.21 9.59 0.96 35.900 3.90 0.43 38.63 2 -L- Sta. 10+00 LT 10 38.6 3.54 19.92 0.51 35.9 3 300.0 0.24 0.019 22.5 4.20 1295 0.019 U 2.21 9.76 840 0.0 4.172.0 0.003 0.040 34.80 18.65 1.87 107.600 3.09 4.53 36.82 3 -L- Sta. 46+08 RT 10 36.8 3.54 66.85 0.45 107.6 4 300.0 0.24 0.017 23.6 4.12 351 0.020 U 2.28 2.57 1190 0.0 1.582.0 0.039 0.040 5.00 7.07 0.71 29.000 5.80 3.42 29.56 4 -L- Sta. 57+30 RT 10 29.6 3.63 14.99 0.53 29.0 5 300.0 0.24 0.012 26.7 3.85 368 0.012 U 1.77 3.47 605 0.0 2.18 2.0 0.037 0.040 9.54 9.76 0.98 67.500 7.08 1.42 31.62 5 -L- Sta. 63+60 RT 10 31.6 3.54 32.18 0.45 51.3 6 300.0 0.24 0.028 19.4 4.50 247 0.028 U 2.71 1.52 598 0.0 2.18 2.0 0.011 0.040 9.48 9.74 0.97 36.199 3.82 2.61 23.54 6 -L- Sta. 69+07 RT 10 23.5 4.17 15.73 0.55 36.2 7 15.0 0.01 0.015 0.5 7.25 132 0.074 U 4.38 0.50 0 0.0 0.65 2.0 0.027 0.040 0.86 2.93 0.29 2.300 2.69 0.00 0.98 7 -L- Sta. 77+75 RT 10 1.0 5.80 0.50 0.79 2.3 8 88.0 0.01 0.023 1.2 7.25 297 0.040 U 3.21 1.54 436 0.0 1.40 2.00.053 0.040 3.91 6.25 0.63 24.500 6.26 1.16 3.92 8 -L- Sta. 80+25 RT 10 3.9 5.80 7.16 0.59 24.5 99 -L- Sta. 100+63 RT 10 30.0 3.54 5601.84 0.40 7952.8 1010 -L- Sta. 108+48 RT 10 30.0 3.54 486.45 0.41 698.0 11 34.0 0.01 0.053 0.5 7.25 457 0.027 U 2.63 2.89 0 0.0 0.74 3.0 0.027 0.040 1.62 4.65 0.35 4.900 3.02 0.00 3.43 11 -L- Sta. 120+73 RT 10 3.4 5.80 1.13 0.75 4.9 12 32.0 0.01 0.018 0.7 7.25 84 0.052 U 3.68 0.38 0 0.0 0.26 3.0 0.027 0.040 0.20 1.63 0.12 0.301 1.50 0.00 1.10 12 -L- Sta. 125+15 RT 10 1.1 5.80 0.11 0.53 0.3 13 23.0 0.01 0.063 0.4 7.25 211 0.018 U 2.19 1.61 0 0.0 0.41 3.0 0.027 0.040 0.49 2.56 0.19 1.000 2.03 0.00 2.01 13 -L- Sta. 125+50 RT 10 2.0 5.80 0.31 0.54 1.0 14 300.0 0.24 0.018 23.1 4.15 152 0.029 U 2.74 0.92 350 0.0 0.773.0 0.039 0.040 1.78 4.88 0.37 6.700 3.76 1.55 25.57 14 -L- Sta. 131+72 RT 10 25.6 3.99 3.21 0.52 6.7MARSH CREEK- TIME OF CONCENTRATION >30minsUT TO MARSH CREEK- TIME OF CONCENTRATION >30minsTIME OF CONCENTRATION CALCULATIONS- EXISTING CONDITIONDocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 10/16/17REVISED: Yonkers RdI.D. NO.:PROJ. NO.: COUNTY:WakeDESIGNED: AKSDESCRIPTION:CHECKED: JWMTc by Kinematic Wave Equation Trial Tc calculated for Shallow Concentrated Flow Trial Tc calculated for open channelsTotal Discharge calculations by Rational Method Q VavgNo. L n S Tc I L Slope Paved Chart V Tc L B y M S n A P R Q Vc Tc Tc No. Station Freq. Tc I A C Q ft ft/ft min in/hr ft ft/ft Unpaved ft/s min ft ft ft ft/ft ft/ft sq. ft ft cfs ft/s min minyr min in/hr acres cfsPROP 1 300.0 0.01 0.008 3.5 7.25 104 0.007 U 1.35 1.29 518 0.0 1.29 2.0 0.016 0.040 3.34 5.78 0.58 10.900 3.27 2.64 7.45 1 -L- Sta. 11+38 RT 10 7.4 5.80 2.80 0.67 10.9 2 300.0 0.24 0.012 27.1 3.80 1154 0.012 U 1.74 11.08 100 0.0 2.16 2.0 0.012 0.040 9.34 9.66 0.97 36.600 3.92 0.43 38.63 2 -L- Sta. 10+00 LT 10 38.6 3.54 20.10 0.51 36.6 3 300.0 0.24 0.019 22.5 4.20 1295 0.019 U 2.21 9.76 840 0.0 4.212.0 0.003 0.040 35.50 18.84 1.88 110.500 3.11 4.50 36.79 3 -L- Sta. 46+08 RT 10 36.8 3.54 67.55 0.46 110.5 4 300.0 0.24 0.017 23.6 4.12 351 0.020 U 2.28 2.57 1258 0.0 1.612.0 0.039 0.040 5.16 7.19 0.72 30.300 5.87 3.57 29.72 4 -L- Sta. 57+30 RT 10 29.7 3.63 15.40 0.54 30.3 5 300.0 0.24 0.012 26.7 3.85 368 0.012 U 1.77 3.47 610 0.0 2.19 2.0 0.037 0.040 9.61 9.80 0.98 67.900 7.07 1.44 31.63 5 -L- Sta. 63+60 RT 10 31.6 3.54 31.89 0.45 51.0 6 300.0 0.24 0.028 19.4 4.50 247 0.028 U 2.71 1.52 598 0.0 2.19 2.0 0.011 0.040 9.62 9.81 0.98 36.900 3.84 2.60 23.53 6 -L- Sta. 69+07 RT 10 23.5 4.17 15.81 0.56 36.9 7 109.0 0.01 0.008 1.9 7.25 140 0.066 P 5.24 0.45 0 0.0 0.60 3.0 0.027 0.040 1.09 3.82 0.29 2.900 2.65 0.00 2.38 7 -L- Sta. 77+75 RT 10 2.4 5.80 0.62 0.80 2.9 8 88.0 0.01 0.023 1.2 7.25 298 0.027 U 2.65 1.87 445 0.0 1.41 2.00.049 0.040 4.00 6.32 0.63 24.399 6.10 1.22 4.31 8 -L- Sta. 80+25 RT 10 4.3 5.80 7.05 0.60 24.4 99 -L- Sta. 100+63 RT 10 30.0 3.54 5602.14 0.40 7954.7 1010 -L- Sta. 108+48 RT 10 30.0 3.54 486.19 0.41 698.2 11 31.0 0.01 0.020 0.7 7.25 238 0.019 P 2.76 1.43 84 0.0 0.76 2.00.073 0.040 1.16 3.41 0.34 5.700 4.91 0.29 2.40 11 -L- Sta. 120+73 RT 10 2.4 5.80 1.29 0.77 5.7 12 66.0 0.01 0.034 0.9 7.25 68 0.057 U 3.85 0.29 0 0.0 0.29 3.0 0.027 0.040 0.25 1.82 0.14 0.400 1.61 0.00 1.20 12 -L- Sta. 125+15 RT 10 1.2 5.80 0.11 0.58 0.4 13 76.0 0.01 0.030 1.0 7.25 75 0.005 P 1.44 0.87 43 0.0 0.51 2.0 0.018 0.040 0.53 2.30 0.23 1.000 1.89 0.38 2.27 13 -L- Sta. 125+50 RT 10 2.3 5.80 0.31 0.55 1.0 14 300.0 0.24 0.015 24.6 4.03 143 0.031 U 2.83 0.84 350 0.0 0.783.0 0.039 0.040 1.80 4.90 0.37 6.800 3.77 1.55 26.99 14 -L- Sta. 131+72 RT 10 27.0 3.90 3.28 0.53 6.8MARSH CREEK- TIME OF CONCENTRATION >30minsUT TO MARSH CREEK- TIME OF CONCENTRATION >30minsTIME OF CONCENTRATION CALCULATIONS- PROPOSED CONDITIONDocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
Project No.:YONKERS ROADPrepared By:RKK-AKSDate:10/16/2017TIP No :N/AChecked By:RKK-BDBDate:10/16/2017County:WAKESITE # LOCATION PRE AREA PRE Q10 POST AREA POST Q10 Q DIFF % DIFF OUTFALLANALYSISac cfs ac cfs cfsDESCRIPTION1 -L- STA. 11+38 RT 2.7 10.5 2.8 10.9 0.4 3.95EXISTING OUTLET PIPE AT STREAMINCREASE IS <10%2 -L- STA. 10+00 LT 19.9 35.9 20.1 36.6 0.7 1.82EXISTING OUTLET PIPE AT STREAMINCREASE IS <10%3 -L- STA. 46+08 RT 66.8 107.6 67.6 110.5 2.8 2.63EXISTING OUTLET PIPES AT STREAMINCREASE IS <10%4 -L- STA. 58+75 RT 15.0 28.3 15.4 29.5 1.2 4.36 DITCH TO OUTFALL INCREASE IS <10%5 -L- STA. 63+60 RT 32.2 51.3 31.9 51.0 -0.3 -0.62EXISTING OUTLET PIPES AT STREAMINCREASE IS <10%6 -L- STA. 69+07 RT 15.7 36.2 15.8 36.9 0.6 1.72 EXISTING 30" RCP INCREASE IS <10%7 -L- STA. 77+75 RT 0.5 2.3 0.6 2.9 0.5 23.48 EXISTING 15" RCPOUTLET PIPE CAN HANDLE INCREASE, SEE STORM CALCS8 -L- STA. 80+25 RT 7.2 24.5 7.1 24.4 -0.1 -0.41 EXISTING 24" RCP INCREASE IN NEGLIGIBLE9 -L- STA. 100+63 RT 5601.8 7952.8 5602.1 7954.7 1.9 0.02 MARSH CREEK INCREASE IN NEGLIGIBLE10 -L- STA. 108+48 RT 486.4 698.0 486.2 698.2 0.2 0.03 CREEK INCREASE IN NEGLIGIBLE11 -L-STA. 120+73 RT 1.1 4.9 1.3 5.7 0.9 17.44 DITCH/OUTFALLOUTFALL IS STABLE WITH INCREASE, SEE OUTFALL 11-A11A -L- STA. 119+62 RT 4.2 18.5 4.4 19.4 0.9 4.64DITCH 600' FURTHER DOWNSTREAM OF SITE #11INCREASE IS <10%12 -L- STA. 125+15 RT 0.1 0.3 0.1 0.4 0.0 8.94 SHEET FLOW INCREASE IS <10%13 -L- STA. 125+50 RT 0.3 1.0 0.3 1.0 0.0 0.78 DITCH/OUTFALL INCREASE IS <10%14 -L- STA. 131+41 RT 3.2 6.7 3.3 6.7 0.0 0.06 DITCH/OUTFALL INCREASE IS <10%Outfall Analysis SummaryR:\Hydraulics\CALCULATIONS\Yonkers_ Pre VS Post.xlsDocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 10/16/2017 PROJ. NO.:I.D. NO.: YONKERS ROAD COUNTY:WAKEDESIGNED: RKK-AKSDESCRIPTION: 0.0CHECKED: RKK-BDBMed. Sp. TrialLINE Station L Lateral G=grassVc Freq.to Location Ditch Sp. CutB=class BB y M S n A P R Q Freq. Tc I A C Q PSH Station Detail ft Tail TYPE I=class I ft ft ft/ft ft/ft sq.ft. ft. ft. cfs ft/s yr min in/hr acres cfs Pre vs Post Site 11L 120+73 RT - 0 TailV G0.0 0.824 2.0 0.0374 0.035 1.36 3.69 0.37 5.749 4.23 grass OK 10 10.0 5.80 1.287 0.77 5.748OUTFALL CAPACITY CALCULATIONSNotesDocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
PROPOSED DRAINAGE AREA
EXISTING DRAINAGE AREA
GR
GRS
N 1102’59" WN 4253’15" WN 4959’28" W30.37’N 3257’38" W656.86’S 3142’47" E648.48’WMN 3303’43" W405.88’HH
HH
T
HH
H
H
T
HH
EXISTING TIME OF CONCENTRATION
190195195
195
195195195
195195
19
5195 200
200200
200
2
0
0
200200200
200
200200200
200200200 200 200
200200200200
200200200205205205210210210215215
215
220
220
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DO NOT USE FOR CONSTRUCTION
FOR REVIEW ONLY
LP
-L1- STA. 14+33.91
FS
FLO
WFLOW
24" RCP-III
FOR BIORETENTION DETAILS SEE SHEETS SW-1 THROUGH SW-20
FOR BIORETENTION DETAILS SEE SHEETS SW-1 THROUGH SW-20
.01
.02
.
0
2
.0
1
.0
0
.0
1
.0
2
.
0
3
.
0
4 .04.03.02.02.03.04.04.03.02.01.00.01.02.03.04.04.03.02.01.00.02GRAU 350
GRAU 350FF
F F
F
F F
F
C F
F
F
F
C
F
F
C C
F
F C
F F F F F
F
FAMILY CARE
TURNING POINT
INTERIORS & RUGS
GREEN FRONT
PUBLIC SAFETY
NC DEPT. OF
ELECTROSWITCH N
DRAWING NO.
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone] CITY OF RALEIGHPUBLIC WORKS DEPARTMENT
NO.
REVISIONS
CADD TECH:
CHECKED BY:
HSCALE
VSCALE
SCALES
PROJECT
SHEET NO.
DRAWING NO.
DATE
DATE:

CITYOFRALEIGH
NORTHCARO
INAESTABLISHED1792LIMPROVEMENTSYONKERS ROAD10/17/2017
N/A
STANDARDS AND SPECIFICATIONS
CITY OF RALEIGH AND/OR NCDOT
ALL CONSTRUCTION SHALL BE PER
14193
CITY OF RALEIGH
State, and Federal Rules and Regulations.
All Construction must be in accordance with all Local,
PUBLIC UTILITIES
STORMWATER
PLANNING
FIRE
URBAN FORESTRY
TRANSPORTATION SERVICES
AKS
JWM SHEET 1 OF 8MAPPING1
1"=100’MATCHLINE -L- STA. 24+50 SEE SHEET 2#1
OUTFALL
#2
OUTFALL
PROPOSED TIME OF CONCENTRATION
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
PROPOSED DRAINAGE AREA
EXISTING DRAINAGE AREA
229.85
MTLMTL
W
/LT1986
219.75
HHHHHHT HHT
TH
H
T
HHHHW/LTW/LTW/LTEXISTING TIME OF CONCENTRATION
2
1
0
2152152152
15
2202
2
0
2
2
0
2
2
0
220
220220220220
2
2
5 2252 2 5
2
2
5
2
2
5225225225225225225225
225
225
225
230230230 230230
230
230
2
3
0
2302302302302302302
3
0
2302302302
3
0
2
3
0
2302
3
0
230 2352
3
5
2352
3
5
2
3
5
235 235
235
235235235
235
235
2
4
0
2
4
0
2
4
5
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DO NOT USE FOR CONSTRUCTION
FOR REVIEW ONLY
HP-L1- STA. 29+73.86LP-L1- STA. 33+76.44HP-L1- STA. 34+74.78FLOW
FLOW
FLOWFLOWFLOWFLOWFLOWFLOWFOR BI
ORETENTI
ON DETAI
LS SEE SHEETS SW-1 THROUGH SW-20.01.02.02.03.04.04.03.02.02.03.04.04.02POWER POLEDO NOT DI
STURBEOIEOITOP=226.62’
J
B48" I
NV OUT=215.52’15" I
NV I
N=224.47’48" I
NV I
N=215.57’18"
R
C
PTOP=219.23’54" I
NV OUT=213.33’30" I
NV I
N=213.93’48" I
NV I
N=213.38’
B
U
R
IED JBPOSS.25+0035+00FCCFFFFF
C
F
FFFFCFFFF
F
CFCCFCPUBLIC SAFETYNC DEPT. OFLOTTERYNC EDUCATI
ONABC SUPPLY CO.
N

DRAWING NO.
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone] CITY OF RALEIGHPUBLIC WORKS DEPARTMENT
NO.
REVISIONS
CADD TECH:
CHECKED BY:
HSCALE
VSCALE
SCALES
PROJECT
SHEET NO.
DRAWING NO.
DATE
DATE:

CITYOFRALEIGH
NORTHCARO
INAESTABLISHED1792LIMPROVEMENTSYONKERS ROAD10/17/2017
N/A
STANDARDS AND SPECIFICATIONS
CITY OF RALEIGH AND/OR NCDOT
ALL CONSTRUCTION SHALL BE PER
14193
CITY OF RALEIGH
State, and Federal Rules and Regulations.
All Construction must be in accordance with all Local,
PUBLIC UTILITIES
STORMWATER
PLANNING
FIRE
URBAN FORESTRY
TRANSPORTATION SERVICES
AKS
JWM SHEET 2 OF 8MAPPING2
1"=100’MATCHLINE -L- STA. 41+50 SEE SHEET 3SEE SHEET 1MATCHLI
NE -L- STA. 24+50
PROPOSED TIME OF CONCENTRATION
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
PROPOSED DRAINAGE AREA
EXISTING DRAINAGE AREA
BFP
H
H
HH HHHH
T T C
HHHH
T
HH
S
FDC
EXISTING TIME OF CONCENTRATION
205
205205210
210
210210
210
210
210210210210215215215 215215215
215
2
15
215215215215215
215
215
215
215
215
215215215220 220220
220
220
220
220220
220
220 220
220
220
220220220220225 225225 225
225
225
225
225
225
225225230230230
230
230
230
230
230
230230230
235
235
235
235
235
235235235235235
235
240
240
240240
240240
240
245245
245 2452
5
0250 INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DO NOT USE FOR CONSTRUCTION
FOR REVIEW ONLY
LP
-L1- STA. 44+48.71
-L1- STA. 47+34.29
HP
LP
HP
-L2- STA. 51+95.99
2GI
FS
d
Type of Liner= PSRM Max. d=1.0 Ft.
48+95.14
-L1- STA.
FLOW
FLOW RCP-
III
3
0
"
RCP-III30" REPLACE 2:1D
( Not to Scale)
d
STANDARD ’V’ DITCH
BEG. ELEV=201.03, END ELEV=197.50
-L- STA. 57+30 RT, S=2.8%, L=125’
Type of Liner= Class I Rip-Rap
DETAIL R
GroundNatural
Geotextile
18" R
C
P
-III
FOR BIORETENTION DETAILS SEE SHEETS SW-1 THROUGH SW-20
FOR BIORETENTION DETAILS SEE SHEETS SW-1 THROUGH SW-20
P
P
P
P
P
P
.04.03.02.00.01.02.03.04.04.03.02.01.00.00.01.02.03.04.04.
0
3
.
0
2
.
0
1
.
0
0
.
0
1
.
0
2
.
0
2
.
0
3
.04.04.03.02.01HDCONC
EOI
EOI
S
3
6
"
JBBLIND
30" RCP
3
0
" RCP
36" CMP
JBBLIND
JBBLIND
JBBLIND
54
" RCP
F CF
C
F
C
F
F
C
F
F
F
F
C
C
F
F
C
C
F
F
F
C
FC
F
F
F
SUPPLY CO.
YANDLE-WITHERSPOON
ELECTRICAL
WIRE &
NORFOLK
AHERN RENTALS
PRO-BUILDN

DRAWING NO.
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone] CITY OF RALEIGHPUBLIC WORKS DEPARTMENT
NO.
REVISIONS
CADD TECH:
CHECKED BY:
HSCALE
VSCALE
SCALES
PROJECT
SHEET NO.
DRAWING NO.
DATE
DATE:

CITYOFRALEIGH
NORTHCARO
INAESTABLISHED1792LIMPROVEMENTSYONKERS ROAD10/17/2017
N/A
STANDARDS AND SPECIFICATIONS
CITY OF RALEIGH AND/OR NCDOT
ALL CONSTRUCTION SHALL BE PER
14193
CITY OF RALEIGH
State, and Federal Rules and Regulations.
All Construction must be in accordance with all Local,
PUBLIC UTILITIES
STORMWATER
PLANNING
FIRE
URBAN FORESTRY
TRANSPORTATION SERVICES
AKS
JWM SHEET 3 OF 8MAPPING3
1"=100’MATCHLINE -L- STA.
56+50 SEE SHEET 4MATCHLINE -L- STA. 41+50 SEE SHEET 2202.48
200.72
CREEK
CRABTREE
UT TO
#3
OUTFALL
PROPOSED TIME OF CONCENTRATION
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
PROPOSED DRAINAGE AREA
EXISTING DRAINAGE AREA
10901
214.84
MSE RET WALL
LP
LP
10901
214.84
MON
CON
LP
HH
TT
C
CC
T
HHLP LP
EXISTING TIME OF CONCENTRATION
195200205210 210
210210215
215215215
215
215215215215215
215
215
215215
215
220 220 220 220 220 220225225225225230230
230
235 235
205205205210
2102
10210 215
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DO NOT USE FOR CONSTRUCTION
FOR REVIEW ONLY
LP
-L2- STA. 56+90.00
-L2- STA. 60+75.00
HP
LP
70+40.95
-L2- STA. FLOWFLOW
FLOW
FLOW
12" CSP
COLLAR & EXTEND
RCP-III
36"
36" RCP-III
36" RCP-
I
I
I
2:1
D
( Not to Scale)
STANDARD ’V’ DITCH
BEG. ELEV=201.03, END ELEV=197.50
-L- STA. 57+30 RT, S=2.8%, L=125’
Type of Liner= Class I Rip-Rap Max. d=2.5 Ft.
Min. D=2.5 Ft.
DETAIL R
Ground
Natural
FOR BIORETENTION DETAILS SEE SHEETS SW-1 THROUGH SW-20
FOR BIORETENTION DETAILS SEE SHEETS SW-1 THROUGH SW-20.02.03.03.02.02.01.00.01.0210945202.29
10944202.75
10446214.3910447214.46
INV=201.04’
24"
F C
F
F C
F
F
F
C
F
F
F
C
F
F
F
F
F
F
C
C
STORAGE
PUBLIC
STONE
SCOTT
CHAIN & CABLE
CAROLINA
RFA CHURCHN

DRAWING NO.
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone] CITY OF RALEIGHPUBLIC WORKS DEPARTMENT
NO.
REVISIONS
CADD TECH:
CHECKED BY:
HSCALE
VSCALE
SCALES
PROJECT
SHEET NO.
DRAWING NO.
DATE
DATE:

CITYOFRALEIGH
NORTHCARO
INAESTABLISHED1792LIMPROVEMENTSYONKERS ROAD10/17/2017
N/A
STANDARDS AND SPECIFICATIONS
CITY OF RALEIGH AND/OR NCDOT
ALL CONSTRUCTION SHALL BE PER
14193
CITY OF RALEIGH
State, and Federal Rules and Regulations.
All Construction must be in accordance with all Local,
PUBLIC UTILITIES
STORMWATER
PLANNING
FIRE
URBAN FORESTRY
TRANSPORTATION SERVICES
AKS
JWM SHEET 4 OF 8MAPPING4
1"=100’MATCHLINE -L- STA. 56+50 SEE SHEET 3MATCHLINE -L- STA. 71+00 SEE SHEET 5CRABTREE CREEKUT TO #4
OUTFALL
#5
OUTFALL
#6
OUTFALL
PROPOSED TIME OF CONCENTRATION
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
PROPOSED DRAINAGE AREA
EXISTING DRAINAGE AREA
11780215.97
BENT11780215.97
BENTHH
CHH
C
CHH
EXISTING TIME OF CONCENTRATION
215215215215
215
215220
2202
2
0
220
220
220225 225225
225225 225
225
225
225225
225
230
230
230
230230230
230 230
230 230230235235235235235235
235
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DO NOT USE FOR CONSTRUCTION
FOR REVIEW ONLY
-L2- STA. 84+45.91
HP
FLOW
FLOW
FLOW FLOW
.02.01.00.01.02.02.03.03.02.027024212.40
22879227.25
EOI
12" CI
12" CI
EOI
22879227.25
15" RCP8"F
F
F
F
F
F
F
F
F
C
C
C
F
F
F F
F F
F
CC
C
C
C
FERGUSON
YONKERS PARK
HAGEMEYER
MATRIX
RFA CHURCH
N

DRAWING NO.
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone] CITY OF RALEIGHPUBLIC WORKS DEPARTMENT
NO.
REVISIONS
CADD TECH:
CHECKED BY:
HSCALE
VSCALE
SCALES
PROJECT
SHEET NO.
DRAWING NO.
DATE
DATE:

CITYOFRALEIGH
NORTHCARO
INAESTABLISHED1792LIMPROVEMENTSYONKERS ROAD10/17/2017
N/A
STANDARDS AND SPECIFICATIONS
CITY OF RALEIGH AND/OR NCDOT
ALL CONSTRUCTION SHALL BE PER
14193
CITY OF RALEIGH
State, and Federal Rules and Regulations.
All Construction must be in accordance with all Local,
PUBLIC UTILITIES
STORMWATER
PLANNING
FIRE
URBAN FORESTRY
TRANSPORTATION SERVICES
AKS
JWM SHEET 5 OF 8MAPPING5
1"=100’MATCHLINE -L- STA. 71+00 SEE SHEET 4MATCHLINE -L- STA. 85+50 SEE SHEET 6#7
OUTFALL
#8
OUTFALL
PROPOSED TIME OF CONCENTRATION
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
PROPOSED DRAINAGE AREA
EXISTING DRAINAGE AREA
FLAGPOLE(2)
CONC BARRIER
BFP
FDC
T HH
W
HH
HH
EXISTING TIME OF CONCENTRATION
180185185185190190
190190
195
195
195
195
195195195195195195
200
200
200
200200200
205
205
205210
210
210210210
215
215
215215 220220225225
225
225230230230
230235235
235
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DO NOT USE FOR CONSTRUCTION
FOR REVIEW ONLY
-L2- STA. 95+42.61
LP
-L2- STA. 98+30.00
HP
P
P
FLOW
FLOW
FLOW
FLOW
18" RCP-III .02.02F
F
F C
C
F
C
F
C F
F
F
C
F
F
C
F
F C
C F
F
F
F
F F
C
C
C
MATRIX
SUPPLY
STOCK BUILDING
SUPPLY
STOCK BUILDING N
DRAWING NO.
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone] CITY OF RALEIGHPUBLIC WORKS DEPARTMENT
NO.
REVISIONS
CADD TECH:
CHECKED BY:
HSCALE
VSCALE
SCALES
PROJECT
SHEET NO.
DRAWING NO.
DATE
DATE:

CITYOFRALEIGH
NORTHCARO
INAESTABLISHED1792LIMPROVEMENTSYONKERS ROAD10/17/2017
N/A
STANDARDS AND SPECIFICATIONS
CITY OF RALEIGH AND/OR NCDOT
ALL CONSTRUCTION SHALL BE PER
14193
CITY OF RALEIGH
State, and Federal Rules and Regulations.
All Construction must be in accordance with all Local,
PUBLIC UTILITIES
STORMWATER
PLANNING
FIRE
URBAN FORESTRY
TRANSPORTATION SERVICES
AKS
JWM SHEET 6 OF 8MAPPING7
1"=100’MATCHLINE -L- STA. 85+50 SEE SHEET 5MATCHLINE -L- STA. 100+00 SEE SHEET 7182.85
182.91
PROPOSED TIME OF CONCENTRATION
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
PROPOSED DRAINAGE AREA
EXISTING DRAINAGE AREA
FDC
MTL
48" CHL
48" CHL
48" CHL
48" CHL
MTL
MTL
EIP
T
HH
C
CONC
LP LP
LP
EXISTING TIME OF CONCENTRATION
185
185190190
190
190 190190190195
195 195
195195
195
195195
195
200 200
200
200
205
205
205205
205
210
210 210
210
2
15
215
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DO NOT USE FOR CONSTRUCTION
FOR REVIEW ONLY
LP
-L2- STA. 101+54.85
HP
-L2- STA. 104+40.13
-L2- STA. 106+32.10LP
FLOW
FLOW
FLOW
FLOW
FLOW
36" RCP-III
RCP -III24"
18" RCP-III
FOR BIORETENTION DETAILS SEE SHEETS SW-1 THROUGH SW-20.02.02.02.01.00.01.02.02.01.00.01.02HD/WWCONC
18" RCP
EOI
200 PR
C F
F
C
F
F
F
F
F
C
F C
F
C
FF
C
F
F
F
F
F C
C F
C
F
F
F
F
F
VACANT
THE MEN’S CLUB
SUPPLYHUGH’S PLUMBING
N

DRAWING NO.
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone] CITY OF RALEIGHPUBLIC WORKS DEPARTMENT
NO.
REVISIONS
CADD TECH:
CHECKED BY:
HSCALE
VSCALE
SCALES
PROJECT
SHEET NO.
DRAWING NO.
DATE
DATE:

CITYOFRALEIGH
NORTHCARO
INAESTABLISHED1792LIMPROVEMENTSYONKERS ROAD10/17/2017
N/A
STANDARDS AND SPECIFICATIONS
CITY OF RALEIGH AND/OR NCDOT
ALL CONSTRUCTION SHALL BE PER
14193
CITY OF RALEIGH
State, and Federal Rules and Regulations.
All Construction must be in accordance with all Local,
PUBLIC UTILITIES
STORMWATER
PLANNING
FIRE
URBAN FORESTRY
TRANSPORTATION SERVICES
AKS
JWM SHEET 7 OF 8MAPPING7
1"=100’MATCHLINE -L- STA. 100+00 SEE SHEET 6MATCHLINE -L- STA.
114+50 SEE SHEET 8187.11
187.00
UT TO MARSH CREEK#9
OUTFALL
#10
OUTFALL
PROPOSED TIME OF CONCENTRATION
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
PROPOSED DRAINAGE AREA
EXISTING DRAINAGE AREA
22560224.85MED BARRI
ERH
H
HHCTT
T
C
HH
HHHH
HHTT
HH
C
W
EXISTING TIME OF CONCENTRATION
210
210
210
215
215 215
215
215220
220
220
220220220220
220
220
2
2
022022
0220220220220220220225225225225225225225
2252252252252
2
52252252302302302302302
3
0
2302302302
3
0
230
2302302352352
3
5
235235
2352352
3
5
2352352352352352
3
5215INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DO NOT USE FOR CONSTRUCTION
FOR REVIEW ONLY
-L2- STA. 126+34.23HPFLOW FLOWFLOWFLOW
FLOW18" RCP-III
-L- STA. 131+37 TO STA. 131+78 RTb= Ft.d= Ft.Type of Li
ner
= CL B Ri
p-RapbGr
oundNat
ur
al
( Not t
o Scal
e)TOE PROTECTI
ON.02.03.04.04.03.02.02.03.04.04
.03
.02
.02
.01
.00
.01
.02
.03
.04
.04.03.02.01OUT NOT FOUNDPOSS JB4"4"EOIEOI200 PR200 PR
200 PR
EOI-L-
-L-
F
FFFCFFFC
F
FFFFFFFF
F
F
F
F
F FFFFFFFFFFF
FFFFC
SON, INC.M. ADLER’S
FREI
GHTLI
NERCAROLI
NASUBSTATI
ONELECTRI
CALN
DRAWING NO.
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone] CITY OF RALEIGHPUBLIC WORKS DEPARTMENT
NO.
REVISIONS
CADD TECH:
CHECKED BY:
HSCALE
VSCALE
SCALES
PROJECT
SHEET NO.
DRAWING NO.
DATE
DATE:

CITYOFRALEIGH
NORTHCARO
INAESTABLISHED1792LIMPROVEMENTSYONKERS ROAD10/17/2017
N/A
STANDARDS AND SPECIFICATIONS
CITY OF RALEIGH AND/OR NCDOT
ALL CONSTRUCTION SHALL BE PER
14193
CITY OF RALEIGH
State, and Federal Rules and Regulations.
All Construction must be in accordance with all Local,
PUBLIC UTILITIES
STORMWATER
PLANNING
FIRE
URBAN FORESTRY
TRANSPORTATION SERVICES
AKS
JWM SHEET 8 OF 8MAPPING8
1"=100’MATCHLI
NE
-L-
STA.
114+50 SEE SHEET 7#11
OUTFALL
#13
OUTFALL
#12
OUTFALL
#14
OUTFALL
PROPOSED TIME OF CONCENTRATION
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619

EROSION CONTROL
COMPUTATIONS

DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
DATE: 10/16/17REVISED:SHEET 1 OF 1I.D. NO.:PROJ. NO.:COUNTY: WAKEDESIGNED AKSDESCRIPTION: Yonkers RoadCHECKED JWMLOCATION ROADWAYRUNOFF INLET RIM GRATETYPEINTENDISCHOVERTOTALTRAFFICREMARKS INLETSTATIONINLET ELEVGRADEX-SLOPEDESCBOXDACTc25QQQSPREADBEARINGINTERBYPASS No.TYPEft.ft/ftft/ftacminin/hrcfscfscfsftcfscfsRT8-1-L- 58+46------1.950.655.08.1910.36-10.36-10.36-SKIMMER BASIN PEAK FLOW CALCULATIONSYonkers_Peak Flows.xls10/17/2017DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619
8-1
Okay
0.8168 Disturbed Area (Acres)
10.36 Peak Flow from 25-year Storm (cfs)
1470.24 Required Volume ft3
3367 Required Surface Area ft2
41.0 Suggested Width ft
82.1 Suggested Length ft
30 Trial Top Width at Spillway Invert ft
115 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
2 Trial Depth ft (2 to 3.5 feet above grade)
22 Bottom Width ft
107 Bottom Length ft
2354 Bottom Area ft2
5783 Actual Volume ft3 Okay
3450 Actual Surface Area ft2 Okay
10 Trial Weir Length ft
0.5 Trial Depth of Flow ft
10.6 Spillway Capacity cfs Okay
1.5 Skimmer Size (inches) Skimmer Size
0.125 Head on Skimmer (feet) (Inches)
0.75 Orifice Size (1/4 inch increments) 1.5
3.20 Dewatering Time (days) 2
Suggest about 3 days 2.5
3
4
5
6
8
Skimmer Basin
DocuSign Envelope ID: 226D47AE-4BA9-49ED-913E-CAB0F8FCB619