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DRAINAGE STUDY
DRAINAGE COMPUTATIONS
for
Proposed 14-Unit Apartment Building & Related Site Improvements Project
204 Flax Hill Road Norwalk, Connecticut
Prepared for:
Workforce Partners 11 Day Street, 2nd Floor
South Norwalk, Connecticut 06850
Prepared by:
Christian A. DeAngelis, P.E.
CABEZAS DeANGELIS LLC 78 Elm Street
Bridgeport, CT 06604 Telephone: (203) 330-8700
Fax: (203) 330-8701
Project #20-10
June 19, 2020
TABLE OF CONTENTS
SECTION PAGE
I. Summary .................................................................................................................. 1
II. Site Description ........................................................................................................ 1
Existing Condtions ............................................................................................. 1
Proposed Conditions .......................................................................................... 2
III. Hydrologic Analysis .................................................................................................. 3
IV. Water Quality Volume Calculation ........................................................................... 3
V. Conclusions.............................................................................................................. 4
LIST OF FIGURES AND ATTACHMENTS
Figure A Site Location Map
Figure B Soils Map
Figure C FEMA Map
Figure D Existing Conditions
Figure E Proposed Conditions
Figure F Disturbed Area
APPENDIX
Hydro-Cad Run-off Calculations – Pre vs. Post Development without Infiltration System
Hydro-Cad Run-off Calculations – Pre vs. Post Development with Infiltration System
Water Quality Analysis, Groundwater Recharge Analysis & Cultec System Calculation
1 - 4
DRAINAGE ANALYSIS
Proposed 14-Unit Apartment Building & Related Site Improvements Project
204 Flax Hill Road Norwalk, Connecticut
I. Summary The proposed project consists of the construction of a new 14-unit residential building and related parking improvements located at 204 Flax Hill Road in Norwalk, CT. The new building will be constructed in roughly the same area as an existing 4-unit building which will be removed. The existing parking lot at the site will be modified to accommodate the new building and to make the site A.D.A. compliant. This report has been prepared to determine what storm water impacts, if any, can be expected to occur as a result of the proposed development. The results of this study show that although impervious surfaces will be slightly increased from existing conditions, post-construction storm water run-off rates and total run-off volumes, in compliance with the 2017 CTDOT Stormwater Manual, will be reduced due to the inclusion of two new sub-surface infiltration systems. Additionally, the quality of stormwater run-off will be improved by “capturing and treating” the required Water Quality Volume (WQV). Therefore, it is concluded that the project will not have any adverse impacts to adjacent properties or City-owned drainage facilities. II. Site Description Existing Conditions The existing property area is approx. 61,990 sf (1.42-acres). The property consists of four (4) existing residential apartment buildings, paved parking lots and grass lawn areas. The property is bounded by residential properties to the northeast and the southwest, Flax Hill Road to the northwest, and State of Connecticut property to the southeast. Site access is from the abutting property to the west (208 Flax Hill Road). The site is not located within the City of Norwalk’s coastal zone. Soils at the site are generally classified as Charlton-Urban Land complex and Urban Land-Charlton-Chatfield complex as noted in the Soil Survey of Fairfield County by the National Resource Conservation Service. These soils are characterized as well-draining gravelly loams, HSG ‘B’ and ‘D’, respectively (the analysis will use HSG ‘C’ to be conservative). See Figure B.
2 - 4
A test pit performed at the site in the rear parking lot area indicates well-draining, dry, sandy loam material. There are no apparent wetlands on the property. The property generally drains overland to the southwest towards 208 Flax Hill Road. There is no formal drainage system on the site, rather, all stormwater discharges into the existing storm drainage system on the 208 Flax Hill Road property. The site is located within FEMA Zone X (unshaded). The existing site contains approximately 37,620 sf of impervious areas (60.7% of the site). See figures C & D. Proposed Conditions The existing 4-unit residential building located in the center of the property will be removed and the new 14-unit apartment building will be constructed in generally the same location. The parking lot will be reconfigured as needed around the new building. The other three buildings on the property will not be significantly altered, although the historic building at the front of the property will receive a new wrap-around covered porch with new access stairways. The development will result in an increase of approximately 1,695 sf of impervious surface at the site. Total impervious surface (post construction) is expected to be approximately 63.4% as shown in Figure E. City stormwater regulations require that stormwater runoff be treated before discharge. The water quality volume (WQV) is the amount of stormwater runoff that must be captured and treated in order to remove a significant fraction of stormwater pollutants on an average annual basis. The required WQV is equivalent to the runoff associated with the first 1.2 inches of rainfall over the impervious surface (i.e., 1 inch of runoff). Additionally, City stormwater regulations require that all site development plans include a groundwater recharge analysis in accordance with Natural Resources Conservation Service (NRCS) soil classification and recharge rates as described in Section 7.5 of the 2004 Connecticut Stormwater Quality Manual. Therefore, two new stormwater infiltration systems will be installed. Infiltration system ‘A’ will consist of twelve (12) Cultec R330 chambers and will be installed to the east of the new building below the parking lot. This system will pick up the roof drains from the eastern half of the new building and the rear parking lot. It will also pick up a portion of the roof from the existing rear building which currently discharges directly onto the ground surface. The system will overflow into a new drywell basin to be installed at the southwestern side of the site. Infiltration system ‘B’ will consist of six (6) Cultec R280 chambers and will be located at the southwestern corner behind the new building in the grass lawn area. This system will pick up the roof drains from the western half of the new building.
3 - 4
III. Hydrologic Analysis The existing property area of approximately 61,990 sf (1.42-acres) was analyzed for the existing and proposed condition for the 2, 10 and 25-year storm event utilizing the National Resource Conservation Service unit hydrograph method as outlined in TR-55. Curve numbers were based on HSG ‘C’ values for both the existing and proposed conditions. Rainfall depths were based on recently updated precipitation frequencies as published by NOAA (Atlas 14, Volume 10, Version 2) for Norwalk, CT. A Type III Temporal Distribution was used for the analysis. Peak run-off rates and volumes were calculated for the “pre” and “post” construction conditions for each storm event. Time of Concentration (Tc) was assumed to be 5 minutes for both conditions. As a result of the inclusion of the new stormwater infiltration system, peak runoff rates and total volumes were decreased as shown in Table 1 below:
Table 1 Total Run-off Values
Existing vs. Proposed (with Infiltration System)
2-Year 10-Year 25-Year Ex. Peak Flow (cfs) 3.91 6.65 8.35
Prop. Peak Flow (cfs) 2.80 4.93 6.25
Difference (cfs) -1.11 -1.72 -2.10
2-Year 10-Year 25-Year
Ex. Run-off Vol. (cf) 12,169 21,159 26,905
Prop. Run-off Vol. (cf)* 10,706 19,647 25,372
Difference (cf) -1,463 -1,512 -1,533
*Note: The Prop. Run-off Vol. is calculated by adding the off-site run-off to the run-off heading to the system and subtracting the volume of storage of the systems (1,451 cf total– see calculations in Appendix II).
IV. Water Quality Volume Calculation & Groundwater Recharge Volume Although the site is not located within the Coastal Limits of Long Island Sound, it is good practice to “capture and treat” the “first flush” of run-off in order to remove 80% total suspended solids. The first flush of run-off, known as the Water Quality Volume (WQV), was calculated to be 1,167 cf for the project site area (disturbed area of construction) of approx. 20,900 sf (0.48-acres). See Figure F. The City of Norwalk requires any new site development to include a Groundwater Recharge analysis. The Groundwater Recharge Volume (GRV) was calculated to be 300 cf. Calculations are attached.
4 - 4
The new stormwater systems provide a combined total of approximately 1,451 cf of storage and thus meet the WQV & GRV goals. Calculations are attached. IV. Conclusions Although the proposed development will slightly increase impervious surfaces at the site, which will also increase stormwater run-off rates and volumes, the inclusion of a stormwater infiltration system, in compliance with the 2017 CTDOT Stormwater Manual, is sufficient to “capture and treat” the “first flush” of run-off (WQV) and also reduce off-site discharge to less than predevelopment levels. Therefore, it is concluded that the project will not result in any adverse impacts to existing downstream properties or City-owned drainage facilities.
LOCATION MAP
SCALE: 1" = 1,000'
0.0 1,000' 2,000'
FIGURE A
SITE
DATE: JUNE 2020
PROPOSED 14-UNIT RESIDENTIAL BUILDING &
RELATED SITE IMPROVEMENTS PROJECT
204 FLAX HILL ROAD
NORWALK, CONNECTICUT
CabezasDeAngelis
78 ELM STREET, BRIDGEPORT, CT 06604P:203 330 8700 F:203 330 8701
ENGINEERS & SURVEYORS
SCALE: NOT TO SCALE
260B - CHARLTON-URBAN LAND COMPLEX, 3 TO 8 PERCENT SLOPES
260C - CHARLTON-URBAN LAND COMPLEX, 8 TO 15 PERCENT SLOPES
273C - URBAN LAND-CHARLTON-CHATFIELD COMPLEX, ROCKY, 3 TO 15 PERCENT SLOPES
273E - URBAN LAND-CHATFIELD-ROCK OUTCROP COMPLEX, 15 TO 45 PERCENT SLOPES
NRCS SOILS MAP
SITE
FIGURE B
CabezasDeAngelis
78 ELM STREET, BRIDGEPORT, CT 06604P:203 330 8700 F:203 330 8701
ENGINEERS & SURVEYORS
DATE: JUNE 2020
PROPOSED 14-UNIT RESIDENTIAL BUILDING &
RELATED SITE IMPROVEMENTS PROJECT
204 FLAX HILL ROAD
NORWALK, CONNECTICUT
FEMA FIRM MAP
FIGURE C
SCALE: NOT TO SCALE
CabezasDeAngelis
78 ELM STREET, BRIDGEPORT, CT 06604P:203 330 8700 F:203 330 8701
ENGINEERS & SURVEYORS
DATE: JUNE 2020
SITE
MAP NUMBER 09001C0531G, DATED JULY 8, 2013
PROPOSED 14-UNIT RESIDENTIAL BUILDING &
RELATED SITE IMPROVEMENTS PROJECT
204 FLAX HILL ROAD
NORWALK, CONNECTICUT
N 44°50'00" W
508.65'
N 30°36'00" E
120.05'
S 48°00'00" E385.00'
S 85°22'00" E
64.60'
S 26°07'30" W
21.50'
S 37°57'10" W5.19'
S 07°58'00" W8.88'
S 28°17'40" W
50.08'
S 21°42'00" W
30.48'
S 04°23'30" W38.14'
S 01°56'00" W
19.57'
S 03°31'30" E22.12'
S 3°49'40" W
14.08' S 17°48'53" W3.04'
Area = 61,990 sq ft1.423 acres
N/F
VOL. , PAGE CHARLES P. HUBBARD & ELEANOR H. VANCE
2831 242
N/F
VOL. , PAGE FOX HILL GARDENS CONDOS
3341 55
EDG
E OF P
AVEMEN
T
CB
115114
113
116 117 118 119 120 121 122 123 123 122 121 120 119 118 117
116
105
112 111110
109
109 108110
119
118
117116
115114
113
112
111
110
109
108
107
106
105
103
104
105106
107
108109 110
111112
113
114
115
115
115
FL
AX
HIL
L R
OA
DC
ON
CR
ETE WALK
WAY
BITUMINOUS DRIVEWAY
WALKWAY
EXISTING 3 STORY BUILDING
BITUMINOUS PARKING LOT
EXISTING 2 1/2 STORY BUILDING
DECK
WALKWAY
PATIOCONCRETE
PATIOCONCRETE
DECK
BITUMINOUS PARKING LOT
EXISTING
3 STOR
Y BU
ILDIN
G
DEC
K
DEC
K
24.0' WIDE EASEMENT AS PER RECORD MAP #7859SEE DEED VOLUME 893 PAGE 176
FIRST FLO
OR
EL. 115.1'
FIRST FLOOR EL. 115.7'
FIRST FLOOR EL. 120.2'
EXISTING 2 STORY BUILDING
WA
LKW
AY
YD
WALKWAY
BITUMINOUS PARKING LOT OVERHEAD WIRES (TYP.)
MH
MH
MH
GV
WG
WG
WM
SNET 410
SNET 715
SNET 328
UTILITY POLE
SNET 330
1
2
3
4
5 6 7 8 9 10 11 1213
14 15 16 17 18 19 20 21 22
23 24 25 26 27
28 29 30 31 32 33 34 35 36 37 38
3940 41 42 43 44 45 46 47
4849
50 51 52 53 54 55 56 57 58
6.1
'
20.4
'
9.0
'
14.0'
10.0'
10.7
'
69.2'
56
.9'
BUILDING HEIGHT 34.1'
BUIDLING HEIGHT 16.0'
BUILDING HEIGHT 27.4'
BU
ILDIN
G H
EIGH
T 35.9'
EL. 107.2
EL. 105.0
EL. 102.5
EL. 113.1
EL. 102.4
EL. 110.9
EL. 115.4EL. 116.3
EL. 115.8
EL. 116.8
EL. 118.3
EL. 124.5
EL. 108.0
EL. 111.4EL. 111.1
EL. 113.1
EL. 107.7
EL. 119.0
EL. 113.9
EL. 115.4EL. 115.3
EL. 115.2
EL. 117.9EL. 116.1
EL. 115.5
EL. 115.7
EL. 113.8
EL. 114.0
EL. 113.8
EL. 112.3
EL. 112.7
EL. 114.0
EXISTING BUILDING
MAILBOX
LEDGE
CB
OHUO
HU
OHU
EE
E
E
E
E
E
E
E
E
E
E E
E
E
G GG G
G
G
GG
G
GG
G
G
G
GGW S W
W
SS
T/C
T/C
T/C
T/C
T/C
T/C
T/C
CLF
S SMETAL FENCE
W W
W
W
S W
30'
23.5
'
23.5
'
30'
22.5'
17.6
'
17.6
'
22.5'
ZONING SETBACK LINE
HISTORIC RELIEF SETBACK LINE
HISTORIC RELIEF SETBACK LINE
ZONING SETBACK LINE
HISTO
RIC
RELIEF SETB
ACK LIN
E
ZON
ING
SETBAC
K LINE
AREA SUMMARY
Drainage Area = 61,990± SF
Buildings = 12,240± SF = 19.7%
Asphalt/Concrete = 25,380± SF = 40.9%
Total Imperv. Area = 37,620± SF = 60.7%
DRAINAGE STUDY
AREA = 61,990± SF
EXISTING CONDITIONS
FIGURE D
0' 60'
SCALE: 1" = 60'
IMPERVIOUS AREA
CabezasDeAngelis
78 ELM STREET, BRIDGEPORT, CT 06604P:203 330 8700 F:203 330 8701
ENGINEERS & SURVEYORS
DATE: JUNE 2020
PROPOSED 14-UNIT RESIDENTIAL BUILDING &
RELATED SITE IMPROVEMENTS PROJECT
204 FLAX HILL ROAD
NORWALK, CONNECTICUT
N 44°50'00" W
508.65'
N 30°36'00" E
120.05'
S 48°00'00" E385.00'
S 85°22'00" E
64.60'
S 26°07'30" W
21.50'
S 37°57'10" W5.19'
S 07°58'00" W8.88'
S 28°17'40" W
50.08'
S 21°42'00" W
30.48'
S 04°23'30" W38.14'
S 01°56'00" W
19.57'
S 03°31'30" E22.12'
S 3°49'40" W
14.08' S 17°48'53" W3.04'
Area = 61,990 sq ft1.423 acres
N/F
VOL. , PAGE CHARLES P. HUBBARD & ELEANOR H. VANCE
2831 242
N/F
VOL. , PAGE FOX HILL GARDENS CONDOS
3341 55
EDG
E OF P
AVEMEN
T
CB
115114
113
116 117 118 119 120 121 122 123 123 122 121 120 119 118 117
116
105
112 111110
109
109 108110
119
118
117116
115114
113
112
111
110
109
108
107
106
105
103
104
105106
107
108109 110
111112
113
114
115
115
115
FL
AX
HIL
L R
OA
DC
ON
CR
ETE WALK
WAY
BITUMINOUS DRIVEWAY
WALKWAY
EXISTING 3 STORY BUILDING
BITUMINOUS PARKING LOT
EXISTING 2 1/2 STORY BUILDING
DECK
WALKWAY
PATIOCONCRETE
PATIOCONCRETE
DECK
BITUMINOUS PARKING LOT
EXISTING
3 STOR
Y BU
ILDIN
G
DEC
K
DEC
K
24.0' WIDE EASEMENT AS PER RECORD MAP #7859SEE DEED VOLUME 893 PAGE 176
FIRST FLO
OR
EL. 115.1'
FIRST FLOOR EL. 115.7'
FIRST FLOOR EL. 120.2'
EXISTING 2 STORY BUILDING
WA
LKW
AY
YD
WALKWAY
BITUMINOUS PARKING LOT OVERHEAD WIRES (TYP.)
MH
MH
MH
GV
WG
WG
WM
SNET 410
SNET 715
SNET 328
UTILITY POLE
SNET 330
1
2
3
4
5 6 7 8 9 10 11 1213
14 15 16 17 18 19 20 21 22
23 24 25 26 27
28 29 30 31 32 33 34 35 36 37 38
3940 41 42 43 44 45 46 47
4849
50 51 52 53 54 55 56 57 58
6.1
'
20.4
'
9.0
'
14.0'
10.0'
10.7
'
69.2'
56
.9'
BUILDING HEIGHT 34.1'
BUIDLING HEIGHT 16.0'
BUILDING HEIGHT 27.4'
BU
ILDIN
G H
EIGH
T 35.9'
EL. 107.2
EL. 105.0
EL. 102.5
EL. 113.1
EL. 102.4
EL. 110.9
EL. 115.4EL. 116.3
EL. 115.8
EL. 116.8
EL. 118.3
EL. 124.5
EL. 108.0
EL. 111.4EL. 111.1
EL. 113.1
EL. 107.7
EL. 119.0
EL. 113.9
EL. 115.4EL. 115.3
EL. 115.2
EL. 117.9EL. 116.1
EL. 115.5
EL. 115.7
EL. 113.8
EL. 114.0
EL. 113.8
EL. 112.3
EL. 112.7
EL. 114.0
EXISTING BUILDING
MAILBOX
LEDGE
CB
OHUO
HU
OHU
EE
E
E
E
E
E
E
E
E
E
E E
E
E
G GG G
G
G
GG
G
GG
G
G
G
GGW S W
W
SS
T/C
T/C
T/C
T/C
T/C
T/C
T/C
CLF
S S
METAL FENCE
W W
W
W
S W
30'
23.5
'
23.5
'
30'
22.5'
17.6
'
17.6
'
22.5'
ZONING SETBACK LINE
HISTORIC RELIEF SETBACK LINE
HISTORIC RELIEF SETBACK LINE
ZONING SETBACK LINE
HISTO
RIC
RELIEF SETB
ACK LIN
E
ZON
ING
SETBAC
K LINE
PROPOSED CONDITIONS
FIGURE E
0' 60'
SCALE: 1" = 60'
CabezasDeAngelis
78 ELM STREET, BRIDGEPORT, CT 06604P:203 330 8700 F:203 330 8701
ENGINEERS & SURVEYORS
DATE: JUNE 2020
AREA SUMMARY
Drainage Area = 61,990± SF
Buildings = 14,735± SF = 23.8%
Asphalt/Concrete = 24,580± SF = 39.6%
Total Imperv. Area = 39,315± SF = 63.4%
DRAINAGE STUDY
AREA = 61,990± SF
IMPERVIOUS AREA
DRAINAGE AREA TO NEW
INFILTRATION SYSTEM 'A'
(10,470± SF)
DRAINAGE AREA TO NEW
INFILTRATION SYSTEM 'B'
(3,620± SF)
INFILTRATION
SYSTEM 'B'
INFILTRATION
SYSTEM 'A'
PROPOSED 14-UNIT RESIDENTIAL BUILDING &
RELATED SITE IMPROVEMENTS PROJECT
204 FLAX HILL ROAD
NORWALK, CONNECTICUT
N 44°50'00" W
508.65'
N 30°36'00" E
120.05'
S 48°00'00" E385.00'
S 85°22'00" E
64.60'
S 26°07'30" W
21.50'
S 37°57'10" W5.19'
S 07°58'00" W8.88'
S 28°17'40" W
50.08'
S 21°42'00" W
30.48'
S 04°23'30" W38.14'
S 01°56'00" W
19.57'
S 03°31'30" E22.12'
S 3°49'40" W
14.08' S 17°48'53" W3.04'
Area = 61,990 sq ft1.423 acres
N/F
VOL. , PAGE CHARLES P. HUBBARD & ELEANOR H. VANCE
2831 242
N/F
VOL. , PAGE FOX HILL GARDENS CONDOS
3341 55
EDG
E OF P
AVEMEN
T
CB
115114
113
116 117 118 119 120 121 122 123 123 122 121 120 119 118 117
116
105
112 111110
109
109 108110
119
118
117116
115114
113
112
111
110
109
108
107
106
105
103
104
105106
107
108109 110
111112
113
114
115
115
115
FL
AX
HIL
L R
OA
DC
ON
CR
ETE WALK
WAY
BITUMINOUS DRIVEWAY
WALKWAY
EXISTING 3 STORY BUILDING
BITUMINOUS PARKING LOT
EXISTING 2 1/2 STORY BUILDING
DECK
WALKWAY
PATIOCONCRETE
PATIOCONCRETE
DECK
BITUMINOUS PARKING LOT
EXISTING
3 STOR
Y BU
ILDIN
G
DEC
K
DEC
K
24.0' WIDE EASEMENT AS PER RECORD MAP #7859SEE DEED VOLUME 893 PAGE 176
FIRST FLO
OR
EL. 115.1'
FIRST FLOOR EL. 115.7'
FIRST FLOOR EL. 120.2'
EXISTING 2 STORY BUILDING
WA
LKW
AY
YD
WALKWAY
BITUMINOUS PARKING LOT OVERHEAD WIRES (TYP.)
MH
MH
MH
GV
WG
WG
WM
SNET 410
SNET 715
SNET 328
UTILITY POLE
SNET 330
1
2
3
4
5 6 7 8 9 10 11 1213
14 15 16 17 18 19 20 21 22
23 24 25 26 27
28 29 30 31 32 33 34 35 36 37 38
3940 41 42 43 44 45 46 47
4849
50 51 52 53 54 55 56 57 58
6.1
'
20.4
'
9.0
'
14.0'
10.0'
10.7
'
69.2'
56
.9'
BUILDING HEIGHT 34.1'
BUIDLING HEIGHT 16.0'
BUILDING HEIGHT 27.4'
BU
ILDIN
G H
EIGH
T 35.9'
EL. 107.2
EL. 105.0
EL. 102.5
EL. 113.1
EL. 102.4
EL. 110.9
EL. 115.4EL. 116.3
EL. 115.8
EL. 116.8
EL. 118.3
EL. 124.5
EL. 108.0
EL. 111.4EL. 111.1
EL. 113.1
EL. 107.7
EL. 119.0
EL. 113.9
EL. 115.4EL. 115.3
EL. 115.2
EL. 117.9EL. 116.1
EL. 115.5
EL. 115.7
EL. 113.8
EL. 114.0
EL. 113.8
EL. 112.3
EL. 112.7
EL. 114.0
EXISTING BUILDING
MAILBOX
LEDGE
CB
OHUO
HU
OHU
EE
E
E
E
E
E
E
E
E
E
E E
E
E
G GG G
G
G
GG
G
GG
G
G
G
GGW S W
W
SS
T/C
T/C
T/C
T/C
T/C
T/C
T/C
CLF
S SMETAL FENCE
W W
W
W
S W
30'
23.5
'
23.5
'
30'
22.5'
17.6
'
17.6
'
22.5'
ZONING SETBACK LINE
HISTORIC RELIEF SETBACK LINE
HISTORIC RELIEF SETBACK LINE
ZONING SETBACK LINE
HISTO
RIC
RELIEF SETB
ACK LIN
E
ZON
ING
SETBAC
K LINE
DISTURBED AREA
FIGURE F
0' 60'
SCALE: 1" = 60'
CabezasDeAngelis
78 ELM STREET, BRIDGEPORT, CT 06604P:203 330 8700 F:203 330 8701
ENGINEERS & SURVEYORS
DATE: JUNE 2020
DISTURBED
AREA = 61,990± SF
IMPERVIOUS AREA
AREA SUMMARY
Disturbed Area = 20,900± SF
Total Imperv. Area = 14,400± SF = 68.9%
PROPOSED 14-UNIT RESIDENTIAL BUILDING &
RELATED SITE IMPROVEMENTS PROJECT
204 FLAX HILL ROAD
NORWALK, CONNECTICUT
APPENDIX I
Hydro-Cad Run-off Calculations - Pre vs. Post-Development without Infiltration System.
Hydro-Cad Run-off Calculations - Pre vs. Post-Development with Infiltration System.
Hydro-Cad Run-off Calculations - Pre vs. Post-Development
without Infiltration System
EX.
Existing To Off-Site
Pr.
Proposed To Off-Site
Routing Diagram for 204 Flax Hill Road (Without System)Prepared by Cabezas-DeAngelis, LLC, Printed 4/21/2020
HydroCAD® 10.00-22 s/n 10014 © 2018 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
204 Flax Hill Road - Without Infiltration SystemType III 24-hr 2-Yr Rainfall=3.50"204 Flax Hill Road (Without System)
Printed 4/21/2020Prepared by Cabezas-DeAngelis, LLCPage 2HydroCAD® 10.00-22 s/n 10014 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment EX.: Existing To Off-Site
Runoff = 3.91 cfs @ 12.07 hrs, Volume= 12,169 cf, Depth> 2.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 2-Yr Rainfall=3.50"
Area (sf) CN Description37,620 98 Paved parking, HSG C24,370 74 >75% Grass cover, Good, HSG C61,990 89 Weighted Average24,370 39.31% Pervious Area37,620 60.69% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Summary for Subcatchment Pr.: Proposed To Off-Site
Runoff = 3.91 cfs @ 12.07 hrs, Volume= 12,169 cf, Depth> 2.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 2-Yr Rainfall=3.50"
Area (sf) CN Description39,315 98 Paved parking, HSG C22,675 74 >75% Grass cover, Good, HSG C61,990 89 Weighted Average22,675 36.58% Pervious Area39,315 63.42% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
204 Flax Hill Road - Without Infiltration SystemType III 24-hr 10-Yr Rainfall=5.34"204 Flax Hill Road (Without System)
Printed 4/21/2020Prepared by Cabezas-DeAngelis, LLCPage 3HydroCAD® 10.00-22 s/n 10014 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment EX.: Existing To Off-Site
Runoff = 6.65 cfs @ 12.07 hrs, Volume= 21,159 cf, Depth> 4.10"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 10-Yr Rainfall=5.34"
Area (sf) CN Description37,620 98 Paved parking, HSG C24,370 74 >75% Grass cover, Good, HSG C61,990 89 Weighted Average24,370 39.31% Pervious Area37,620 60.69% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Summary for Subcatchment Pr.: Proposed To Off-Site
Runoff = 6.65 cfs @ 12.07 hrs, Volume= 21,159 cf, Depth> 4.10"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 10-Yr Rainfall=5.34"
Area (sf) CN Description39,315 98 Paved parking, HSG C22,675 74 >75% Grass cover, Good, HSG C61,990 89 Weighted Average22,675 36.58% Pervious Area39,315 63.42% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
204 Flax Hill Road - Without Infiltration SystemType III 24-hr 25-Yr Rainfall=6.49"204 Flax Hill Road (Without System)
Printed 4/21/2020Prepared by Cabezas-DeAngelis, LLCPage 4HydroCAD® 10.00-22 s/n 10014 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment EX.: Existing To Off-Site
Runoff = 8.35 cfs @ 12.07 hrs, Volume= 26,905 cf, Depth> 5.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 25-Yr Rainfall=6.49"
Area (sf) CN Description37,620 98 Paved parking, HSG C24,370 74 >75% Grass cover, Good, HSG C61,990 89 Weighted Average24,370 39.31% Pervious Area37,620 60.69% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Summary for Subcatchment Pr.: Proposed To Off-Site
Runoff = 8.35 cfs @ 12.07 hrs, Volume= 26,905 cf, Depth> 5.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 25-Yr Rainfall=6.49"
Area (sf) CN Description39,315 98 Paved parking, HSG C22,675 74 >75% Grass cover, Good, HSG C61,990 89 Weighted Average22,675 36.58% Pervious Area39,315 63.42% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Hydro-Cad Run-off Calculations - Pre vs. Post-Development
with Infiltration System
Ex.
Existing To Off-Site
P1
Proposed To Off-Site
P2
Proposed To System
Routing Diagram for 204 Flax Hill Road (With System)Prepared by Cabezas-DeAngelis, LLC, Printed 4/21/2020
HydroCAD® 10.00-22 s/n 10014 © 2018 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
204 Flax Hill Road - With Infiltration SystemType III 24-hr 2-Yr Rainfall=3.50"204 Flax Hill Road (With System)
Printed 4/21/2020Prepared by Cabezas-DeAngelis, LLCPage 2HydroCAD® 10.00-22 s/n 10014 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment Ex.: Existing To Off-Site
Runoff = 3.91 cfs @ 12.07 hrs, Volume= 12,169 cf, Depth> 2.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 2-Yr Rainfall=3.50"
Area (sf) CN Description37,620 98 Paved parking, HSG C24,370 74 >75% Grass cover, Good, HSG C61,990 89 Weighted Average24,370 39.31% Pervious Area37,620 60.69% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Summary for Subcatchment P1: Proposed To Off-Site
Runoff = 2.80 cfs @ 12.08 hrs, Volume= 8,706 cf, Depth> 2.18"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 2-Yr Rainfall=3.50"
Area (sf) CN Description25,420 98 Paved parking, HSG C22,480 74 >75% Grass cover, Good, HSG C47,900 87 Weighted Average22,480 46.93% Pervious Area25,420 53.07% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Summary for Subcatchment P2: Proposed To System
Runoff = 1.20 cfs @ 12.00 hrs, Volume= 3,451 cf, Depth> 2.94"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 2-Yr Rainfall=3.50"
Area (sf) CN Description12,200 98 Paved parking, HSG C
1,890 74 >75% Grass cover, Good, HSG C14,090 95 Weighted Average
1,890 13.41% Pervious Area12,200 86.59% Impervious Area
204 Flax Hill Road - With Infiltration SystemType III 24-hr 10-Yr Rainfall=5.34"204 Flax Hill Road (With System)
Printed 4/21/2020Prepared by Cabezas-DeAngelis, LLCPage 3HydroCAD® 10.00-22 s/n 10014 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment Ex.: Existing To Off-Site
Runoff = 6.65 cfs @ 12.07 hrs, Volume= 21,159 cf, Depth> 4.10"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 10-Yr Rainfall=5.34"
Area (sf) CN Description37,620 98 Paved parking, HSG C24,370 74 >75% Grass cover, Good, HSG C61,990 89 Weighted Average24,370 39.31% Pervious Area37,620 60.69% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Summary for Subcatchment P1: Proposed To Off-Site
Runoff = 4.93 cfs @ 12.07 hrs, Volume= 15,513 cf, Depth> 3.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 10-Yr Rainfall=5.34"
Area (sf) CN Description25,420 98 Paved parking, HSG C22,480 74 >75% Grass cover, Good, HSG C47,900 87 Weighted Average22,480 46.93% Pervious Area25,420 53.07% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Summary for Subcatchment P2: Proposed To System
Runoff = 1.89 cfs @ 12.00 hrs, Volume= 5,585 cf, Depth> 4.76"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 10-Yr Rainfall=5.34"
Area (sf) CN Description12,200 98 Paved parking, HSG C
1,890 74 >75% Grass cover, Good, HSG C14,090 95 Weighted Average
1,890 13.41% Pervious Area12,200 86.59% Impervious Area
204 Flax Hill Road - With Infiltration SystemType III 24-hr 25-Yr Rainfall=6.49"204 Flax Hill Road (With System)
Printed 4/21/2020Prepared by Cabezas-DeAngelis, LLCPage 4HydroCAD® 10.00-22 s/n 10014 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment Ex.: Existing To Off-Site
Runoff = 8.35 cfs @ 12.07 hrs, Volume= 26,905 cf, Depth> 5.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 25-Yr Rainfall=6.49"
Area (sf) CN Description37,620 98 Paved parking, HSG C24,370 74 >75% Grass cover, Good, HSG C61,990 89 Weighted Average24,370 39.31% Pervious Area37,620 60.69% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Summary for Subcatchment P1: Proposed To Off-Site
Runoff = 6.25 cfs @ 12.07 hrs, Volume= 19,897 cf, Depth> 4.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 25-Yr Rainfall=6.49"
Area (sf) CN Description25,420 98 Paved parking, HSG C22,480 74 >75% Grass cover, Good, HSG C47,900 87 Weighted Average22,480 46.93% Pervious Area25,420 53.07% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Summary for Subcatchment P2: Proposed To System
Runoff = 2.32 cfs @ 12.00 hrs, Volume= 6,926 cf, Depth> 5.90"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 25-Yr Rainfall=6.49"
Area (sf) CN Description12,200 98 Paved parking, HSG C
1,890 74 >75% Grass cover, Good, HSG C14,090 95 Weighted Average
1,890 13.41% Pervious Area12,200 86.59% Impervious Area
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APPENDIX II
Water Quality Analysis, Groundwater Recharge Analysis & Cultec System Calculation
Chamber and Stone Storage Per Chamber
Stone Required Per Chamber
Stone Foundation Depth
6" 12" 18"
152 mm 305 mm 457 mm
79.26 ft3 86.03 ft3 92.79 ft3
2.50 yd3 3.13 yd 3 3.76 yd 3
1.91 m3 2.39 m3 2.87 m3
Calculations are based on installed chamber length. Includes 6" (152 mm) stone above crown of chamber and typical stone surround. Stone void calculated at 40%.
Calculations are based on installed chamber length.
(( 63-----------------------------------------------------------------------------------For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com.
MODEL 330XL RHD STAND ALONE SMALL RIB LARGE RIB
~ ~ MODEL 330XL SHD STARTER
SMALL RIB LARGE RIB
A ~ MODEL 330XL IHD INTERMEDIATE
SMALL RIB ' LARGE RIB
A 1\ MODEL 330XL EHD END
SMALL RIB LARGE RIB
~ 1\
52.0' [1321 mm]
- -,'
·}lJ ~
·lll .• . r-----102.0' [2591 mm]------1
· - INSTALLED LENGTH= 84.0" [2135. mm] r
r SMALL RIB LARGE RIB\
II .. ]· .......... 'I\ ~ .. r .......... ·I\
267 mm i--1---12.0' [305 mm]
Typical Cross Section for Paved Traffic Application
CUL TEC NO. 20L POLYETHYLENE LINER TO BE PLACED BENEATH
HVLV FC-24 FEED CONNECTORS WHEN UTILIZING
INTERNAL MANIFOLD
16.0' [406 mm] MIN.
12' [3658 mm] MAX.
12.0" [305 mm] TYP.
MIN.
~(1
---------------------------------------------------------------------------------------64 For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com.
• u
•·. . . . . -•
. b .. , .
~--PAVEMENT .. ,. ~: F
f ,•I ,
""H---PAVEMENT SUBI~ASE
4 OZ. NON-WOVEN FILTER FABRIC
6" MIN n<OIDn•
OF 1-21NCH WASHED CRUSHED
STONE ABOVE AND BELOW CHAMBERS ~~~~~~~~~~~~~: AROUND S'J1)NE. TOP AND SIDES
MANDATORY; BOTIOM PER ENGINEER'S DESIGN P~FERENCE. '
... c----- CUL TEC NO. 20L POLYETHYLENE LINER ABOVE STONE BASE AND BENEATH RECHARGER 330XL HD
PIPE PER ENGINEER DESIGN
(MAX. INLET = 241NCHES)
HEAVY DUTY CHAMBER SIDE PORTALS WHERE UTILIZING INTERNAL MANIFOLD
'+"'F---CUL TEC RECHARGER 330XL HD HEAVY DUTY CHAMBER
·,.,,,, . .....,'----1-21NCH WASHED CRUSHED STONE BENEATH AND AROUND CHAMBER BED
Typical Bed Layout - Bed Design Aide (available in CAD format)
Using AutoCAD Array Function
1. Add Alternate Units to your Dimension Style and use 0.3048 as the Multiplier
2. Using the Rectangle command, create the three chamber outlines and the feed connectors:
Starter: 4.33' x 7. 75' Intermediate: 4.33' x 7 .00' End: 4.33' X 7.75' Feed Connector: 1.33' x 2.00'
3. Hatch the Starter and End chambers to differentiate them. Place a feed connector (as shown) at one end of the starter and end chambers.
4. Select the Intermediate chamber and select the array command.
5. Specify the number of rows and columns (ex. 10 rows, 7 columns). Do not include the starter and end chambers in the column count.
6. The chambers should be oriented horizontally (as shown). Set the row offset to 4.83' and the column offset to 7'. The rotation angle should be 0.
7. Click accept to create the bed. 8. Using the Rectangle command to surround the
bed. Offset the rectangle 1' to represent the stone border.
9. Using the Rectangle command create a polyethylene liner underneath the feed connectors at both ends of the bed. It should be 10' wide and span the width of the bed. Apply correct hatching and label the liner.
f-------- 66.50'[20.27mJ --------1 CUL TEC NO. 2Dl POLYETHYLENE LINER TO BE PLACED UNDER All CHAMBERS UTILIZING INTERNAL MANIFOLD FEATURE.
10.00'[3.05m]~
j tj:;_'·50'('.6Sm]
4.33'[1,32m]-
~ 1--f- 7.75'[2.36m]
RECHARGER 330XL SHD STARTER
-~-~-------4.33'[1.32m} j ! ~H7.00'[2.13m]
RECHARGER 330XL IHD INTERMEDIATE
j__ t:i; ,_,., .. 6Sm]
4.33'[1.32m]-
f ~7.75'[2.36m] RECHARGER 330XL EHD END
__I 2.00'(0.61m]
D 1.33'[0.41mJ----iH
HVLV FC-24 FEED CONNECTOR
CULTEC No. 20L POLYEllfYLENE LINER
65-----------------------------------------------------------------------------For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com.
·.The· ~ha~bers wUI be· . · .. · .· ..• Inc.~f~~rookfield,CT, (203-77~-4416 ort-s:do-428-5832).
2. The chamber will oevacullmthermoformed of black high molecular weight high density poly~thylene CHMv\IHDPE) .. · ·
3.
4.
5.
6.
7.
8.
9.
The chamber will be. arched in shape.
The chamber will be open-bottomed. ~:
The chamber will be joined using an interlocking overlapping rib method. Connections must b~; fully shouldered overlapping ribs; having no separate couplings or separate end walls. ••
The nominal chamber dimensions of the CULTEC Recharger® 330XLHD shall be 30.5 inches (7l5ll'mm) tall, 52 inches (1321 mm) wide and 8.5 feet (2.59 m) long. The installed length of a joined Recharger® 330XLHD shalf be 7 feet (2.13 m). ,., Maximum inlet opening on the chamber endwall is 24 inches (600 mm). · '
The chamber will have two side portals to accept CULTEC HVLV1M FC-24 Feed Connectors to create an internal manifold. The nominal dimensions of each,., side portal will be 10.5 inches (267 mm) high by 12 inches (305 mm) wide. Maximum allowable pipe size in the side pbrtal is 10 inches·{250 mm).
The nominal chamber dimensions of the CULTEC HVLV1M FC-24 Feed Connector shall be 12 ilches (305 mm) tall, 16 inches (406 mm) wide and 24.2 inches (614 mm) long.
10. The nominal storage volume of the Recharger® 330XLHD chamber will be 7.459 ft3 I ft (0.693 m3 I m) - without stone. The nominal storage volume of a joined Recharger® 330XLHD shall be 52.213 ft3 I unit (1.478 m 3 I unit) -without stone.
11. The nominal storage volume of the HVLV1M FC-24 Feed Connector will be 0.913 ft3 1ft (0.026 m3 1m)- without stone.
12. The Recharger® 330XLHD chamber will have fifty-six discharge holes bored into the sidewalls of the unit's core to promote lateral conveyance of water.
13. The Recharger® 330XLHD chamber shall have 16 corrugations.
14. The endwall of the chamber, when present, wUI be an integral part of the continuously formed unit. Separate end plates cannot be used with this unit.
15. The Recharger® 330XLRHD Stand Alone unit must be formed as a whole chamber having two fully formed integral endwalls and having no separate end plates or separate end walls.
16. The Recharger® 330XLSHD Starter unit must be formed as a whole chamber having one fully formed integral endwall and one partially formed integral endwall with a lower transfer opening of 14 inches (356 mm) high x 34.5 inches (876 mm) wide.
17. The Recharger® 330XLIHD Intermediate unit must be formed as a whole chamber having one fully open endwall and one partially formed integral endwall with a lower transfer opening of 14 inches (356 mm) high x 34.5 inches (876 mm) wide.
18. The Recharger® 330XLEHD End unit must be formed as a whole chamber having one fully formed integral endwall and one fully open end wall and having no separate end plates or end walls.
19. The HVLVTM FC-24 Feed Connector must be formed as a whole chamber having two open end walls and having no separate end plates or separate end walls. The unit will fit into the side portals of the Recharger® 330XLHD and act as cross feed connections.
20. Chambers must have horizontal stiffening flex reduction steps between the ribs.
21. The chamber will be designed to withstand AASHTO H-25 load rating when installed according to CULTEC's recommended installation instructions.
22. Heavy duty units are designated by a colored stripe formed into the part along the length of the chamber.
23. The chamber wUI have a raised integral cap at the top of the arch in the center of each unit to be used as an optional inspection port or clean-out. ·
24. The units may be trimmed to custom lengths by cutting back to any corrugation on the large rib end.
25. The chamber shall be manufactured in an ISO 9001:2000 certified facility.
~(~------------------------------------------------------------------------------------------66 For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com.
For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com.
© CULTEC, Inc., May 2019 SUB280HD 05-19
CULTEC Recharger® 280HD Stormwater Chamber CULTEC Recharger® 280HD Stormwater Chamber
1
Recharger® 280HD Bare Chamber Storage Volumes
Elevation Incremental Storage Volume
Cumulative Storage
in. mm ft3/ft m3/m ft3 m3 ft3 m3
26.5 686 0.000 0.000 0.000 0.000 42.553 1.205
26 660 0.018 0.002 0.126 0.004 42.553 1.205
25 635 0.047 0.004 0.329 0.009 42.427 1.202
24 609 0.100 0.009 0.700 0.020 42.098 1.192
23 584 0.134 0.012 0.938 0.027 41.398 1.172
22 559 0.159 0.015 1.113 0.032 40.460 1.146
21 533 0.179 0.017 1.253 0.035 39.347 1.114
20 508 0.195 0.018 1.365 0.039 38.094 1.079
19 483 0.209 0.019 1.463 0.041 36.729 1.040
18 457 0.221 0.021 1.547 0.044 35.266 0.999
17 432 0.232 0.022 1.624 0.046 33.719 0.955
16 406 0.241 0.022 1.687 0.048 32.095 0.909
15 381 0.249 0.023 1.743 0.049 30.408 0.861
14 356 0.263 0.024 1.841 0.052 28.665 0.812
13 330 0.267 0.025 1.869 0.053 26.824 0.760
12 305 0.271 0.025 1.897 0.054 24.955 0.707
11 279 0.275 0.026 1.925 0.055 23.058 0.653
10 254 0.279 0.026 1.953 0.055 21.133 0.598
9 229 0.287 0.027 2.009 0.057 19.180 0.543
8 203 0.292 0.027 2.044 0.058 17.171 0.486
7 178 0.294 0.027 2.058 0.058 15.127 0.428
6 152 0.305 0.028 2.135 0.060 13.069 0.370
5 127 0.306 0.028 2.142 0.061 10.934 0.310
4 102 0.308 0.029 2.156 0.061 8.792 0.249
3 76 0.310 0.029 2.170 0.061 6.636 0.188
2 51 0.312 0.029 2.184 0.062 4.466 0.126
1 25 0.326 0.030 2.282 0.065 2.282 0.065
Total 6.079 0.565 42.553 1.205 42.553 1.205
Calculations are based on installed chamber length.
The Recharger® 280HD is a 26.5" (673 mm) tall, mid-size chamber and is typically used for installations with depth restrictions or when a larger infiltrative area is required. The Recharger® 280HD has the side portal internal manifold feature. HVLV® FC-24 Feed Connectors are inserted into the side portals to create the internal manifold.
Size (L x W x H) 8' x 47" x 26.5"
2.44 m x 1194 mm x 673 mm
Installed Length 7'
2.13 m
Length Adjustment per Run 1'
0.30 m
Chamber Storage 6.08 ft3/ft
0.56 m3/m
42.55 ft3/unit
1.21 m3/unit
Min. Installed Storage 9.21 ft3/ft
0.86 m3/m
64.46 ft3/unit
1.83 m3/unit
Min. Area Required 30.33 ft2
2.82 m2
Chamber Weight 64.0 lbs
29.03 kg
Shipping 35 chambers/skid
2,345 lbs/skid
12 skids/48' flatbed
Min. Center-to-Center Spacing 4.33'
1.32 m
Max. Allowable Cover 12'
3.66 m
Max. Inlet Opening in End Wall 21" HDPE, PVC
525 mm HDPE, PVC
Max. Allowable O.D. in Side Portal
10" HDPE, 12" PVC
250 mm HDPE, 300 mm PVC
Compatible Feed Connector HVLV FC-24 Feed Connector
Calculations are based on installed chamber length.All above values are nominal.Min. installed storage includes 6" (152 mm) stone base, 6" (152 mm) stone above crown of chamber and typical stone surround at 52"(1321 mm) center-to-center spacing.
Stone Foundation Depth
6" 12" 18"
152 mm 305 mm 457 mm
Chamber and Stone Storage Per Chamber
64.46 ft3 70.53 ft3 76.59 ft3
1.83 m3 2.00 m3 2.17 m3
Min. Effective Depth 3.21' 3.71' 4.21'
0.98 m 1.13 m 1.28 m
Stone Required Per Chamber 2.03 yd3 2.59 yd3 3.15 yd3
1.55 m3 1.98 m3 2.41 m3
Calculations are based on installed chamber length.Includes 6" (305 mm) stone above crown of chamber and typical stone surround at 52"(1321 mm) center-to-center spacing and stone foundation as listed in table. Stone void calculated at 40%.
Visit www.cultec.com/downloads.html for Product Downloads and CAD details.
For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com.
© CULTEC, Inc., May 2019 SUB280HD 05-19
For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com.
© CULTEC, Inc., May 2019 SUB280HD 05-19
CULTEC Recharger® 280HD Stormwater Chamber
Three View Drawing
2
HIDDEN END
SHOWN WITH SIDE PORTAL TRIMMED AND OPTIONAL CULTEC HVLV FEED CONNECTOR INSERTED.
MODEL SHD MODEL IHD
MODEL EHD
MODEL IHDHIDDEN END
Typical Interlock Installation
For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com.
© CULTEC, Inc., May 2019 SUB280HD 05-19
CULTEC Recharger® 280HD Stormwater Chamber CULTEC Recharger® 280HD Stormwater Chamber
Plan View Drawing
3
Typical Cross Section for Traffic Application
For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com.
© CULTEC, Inc., May 2019 SUB280HD 05-19
For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com.
© CULTEC, Inc., May 2019 SUB280HD 05-19
CULTEC Recharger® 280HD Stormwater Chamber
CULTEC Recharger® 280HD Specifications
4
GENERALCULTEC Recharger® 280HD chambers are designed for underground stormwater management. The chambers may be used for retention, recharging, detention or controlling the flow of on-site stormwater runoff.
CHAMBER PARAMETERS
1. The chambers shall be manufactured in the U.S.A. by CULTEC, Inc. of Brookfield, CT (cultec.com, 203-775-4416).
2. The chamber shall be vacuum thermoformed of polyethylene with a black interior and blue exterior.
3. The chamber shall be arched in shape.
4. The chamber shall be open-bottomed.
5. The chamber shall be joined using an interlocking overlapping rib method. Connections must be fully shouldered overlapping ribs, having no separate couplings or separate end walls.
6. The nominal chamber dimensions of the CULTEC Recharger® 280HD shall be 26.5 inches (673 mm) tall, 47 inches (1194 mm) wide and 8 feet (2.44 m) long. The installed length of a joined Recharger® 280HD shall be 7 feet (2.13 m).
7. Maximum inlet opening on the chamber end wall is 21 inches (525 mm) HDPE, PVC.
8. The chamber shall have two side portals to accept CULTEC HVLV® FC-24 Feed Connectors to create an internal manifold. Maximum allowable O.D. in the side portal is 10 inches (250 mm) HDPE, 12 inches (300 mm) PVC.
9. The nominal chamber dimensions of the CULTEC HVLV® FC-24 Feed Connector shall be 12 inches (305 mm) tall, 16 inches (406 mm) wide and 24.2 inches (614 mm) long.
10. The nominal storage volume of the Recharger® 280HD chamber shall be 6.079 ft3 / ft (0.565 m3 / m) - without stone. The nominal storage volume of a single Recharger 280RHD Stand Alone unit shall be 48.63 ft3 (1.38 m3) - without stone. The nominal storage volume of a joined Recharger® 280IHD Intermediate unit shall be 42.553 ft3 (1.205 m3) - without stone. The nominal storage volume of the length adjustment amount per run shall be 6.08 ft3 (0.56 m3) - without stone.
11. The nominal storage volume of the HVLV® FC-24 Feed Connector shall be 0.913 ft3 / ft (0.085 m3 / m) - without stone.
12. The Recharger® 280HD chamber shall have seventy-two discharge holes bored into the sidewalls of the unit’s core to promote lateral conveyance of water.
13. The Recharger® 280HD chamber shall have 15 corrugations.
14. The end wall of the chamber, when present, shall be an integral part of the continuously formed unit. Separate end plates cannot be used with this unit.
15. The Recharger® 280RHD Stand Alone unit must be formed as a whole chamber having two fully formed integral end walls and having no separate end plates or separate end walls.
16. The Recharger® 280SHD Starter unit must be formed as a whole chamber having one fully formed integral end wall and one partially formed integral end wall with a lower transfer opening of 9 inches (229 mm) high x 35 inches (889 mm) wide.
17. The Recharger® 280IHD Intermediate unit must be formed as a whole chamber having one fully open end wall and one partially formed integral end wall with a lower transfer opening of 9 inches (229 mm) high x 35 inches (889 mm) wide.
18. The Recharger® 280EHD End unit must be formed as a whole chamber having one fully formed integral end wall and one fully open end wall and having no separate end plates or end walls.
19. The HVLV® FC-24 Feed Connector must be formed as a whole chamber having two open end walls and having no separate end plates or separate end walls. The unit shall fit into the side portals of the Recharger® 280HD and act as cross feed connections.
20. Chambers must have horizontal stiffening flex reduction steps between the ribs.
21. The chamber shall have a raised integral cap at the top of the arch in the center of each unit to be used as an optional inspection port or clean-out.
22. The units may be trimmed to custom lengths by cutting back to any corrugation on the large rib end.
23. The chamber shall be manufactured in an ISO 9001:2015 certified facility.
24. Maximum allowable cover over the top of the chamber shall be 12' (3.66 m).
25. The chamber shall be designed to withstand traffic loads when installed according to CULTEC's recommended installation instructions.
