HomeMy WebLinkAboutFile Documents.975 Chatfield Rd.0104.2018 (3).ARBKMarkup Summary
Page: 13
Capture: No
File Name: 975 Chatfield Rd.2018.06 - Grading and Drainage
Report_Change Order 2.pdf
Provide design information for
sand filter showing the design
criteria from URMP has been
met.
975 Chatfield Rd.2018.06 - Grading and Drainage Report_Change Order 2.pdf (5)
Page: 13
Capture: No
File Name: 975 Chatfield Rd.2018.06 - Grading and Drainage
Report_Change Order 2.pdf
Provide flow calculations
showing how the discharge rate
was calculated.
Page: 14
Capture: No
File Name: 975 Chatfield Rd.2018.06 - Grading and Drainage
Report_Change Order 2.pdf
This maintenance chart needs to
reference Scarification of filter
surface and media replacement.
A recommended chart is
provided on page 8-99 of the
URMP.
Page: 73
Capture: No
File Name: 975 Chatfield Rd.2018.06 - Grading and Drainage
Report_Change Order 2.pdf
The project area is .387 Acres
correct? why is the catchment
basin .267?
Page: 73
Capture: No
File Name: 975 Chatfield Rd.2018.06 - Grading and Drainage
Report_Change Order 2.pdf
Are these calcs for the right
project? The address is wrong.
9
Trench Drain 1 will be a grate adequate to provide 10 gpm/ft.
3.4.2 Trench Drain 2
Trench Drain 2 will be a grate adequate to provide 10 gpm/ft.
3.4.3 Trench Drain 3
Trench Drain 2 will be a grate adequate to provide 10 gpm/ft.
3.5 Outlet Calculations
The outlet will be a 6-in stand pipe with a 5.24-in orifice set at the WQCV elevation of 7797.84. The pipe
will discharge at the allowable rate of 0.594 cfs at elevation 7795. A planted scour stop pad will be lo-
cated downstream of the outlet to prevent erosion.
3.6 Operation and Maintenance
Operation and maintenance recommendations for the Sand Filter can be found in Table 4. These standards
were acquired from Table 8.14 in the URMP, respectively. In addition, the weir outlet on the sand filter
should be checked and cleared quarterly for debris buildup.
Provide design
information for sand
filter showing the
design criteria from
URMP has been met.
9
3.3.5 Inlet E1
Inlet E1 will be an NDS 10” Round Structural Foam Grate, and will capture 0.048 cfs of runoff from Ba-
sin PB:8. This inlet provides a 50% flow capacity of 0.074 cfs according to NDS. As a result, the inlet has
adequate flow capacity.
3.4 Trench Drain Calculations
Three trench drains will be installed to route runoff to the Sand Filter. Each trench drain is described be-
low.
3.4.1 Trench Drain 1
Trench Drain 1 will be a grate adequate to provide 10 gpm/ft.
3.4.2 Trench Drain 2
Trench Drain 2 will be a grate adequate to provide 10 gpm/ft.
3.4.3 Trench Drain 3
Trench Drain 2 will be a grate adequate to provide 10 gpm/ft.
3.5 Outlet Calculations
The outlet will be a 6-in stand pipe with a 5.24-in orifice set at the WQCV elevation of 7797.84. The pipe
will discharge at the allowable rate of 0.594 cfs at elevation 7795. A planted scour stop pad will be lo-
cated downstream of the outlet to prevent erosion.
3.6 Operation and Maintenance
Operation and maintenance recommendations for the Sand Filter can be found in Table 4. These standards
were acquired from Table 8.14 in the URMP, respectively. In addition, the weir outlet on the sand filter
should be checked and cleared quarterly for debris buildup.
Provide flow
calculations showing
how the discharge
rate was calculated.
Table 4. URMP Sand Filter Maintenance Recommendations
This maintenance
chart needs to
reference
Scarification of filter
surface and media
replacement. A
recommended chart
is provided on page
8-99 of the URMP.
Project:
Basin ID:
Design Information (Input):Desig
Catchment Drainage Imperviousness Ia =60.22 percent Catchm
Catchment Drainage Area A =0.267 acres Catchm
Predevelopment NRCS Soil Group Type =B A, B, C, or D Predev
Return Period for Detention Control T =5 years (2, 5, 10, 25, 50, or 100)Return
Time of Concentration of Watershed Tc =5.45 minutes Time o
Allowable Unit Release Rate q =cfs/acre Allowa
One-hour Precipitation P1 =0.64 inches One-ho
Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design
Coefficient One C1 =88.80 Coeffic
Coefficient Two C2 =10 Coeffic
Coefficient Three C3 =1.052 Coeffic
Determination of Average Outflow from the Basin (Calculated):Deter
Runoff Coefficient C =Runoff
Inflow Peak Runoff Qp-in =cfs Inflow
Allowable Peak Outflow Rate Qp-out =cfs Allowa
Mod. FAA Minor Storage Volume = 0 cubic feet
Mod. FAA Minor Storage Volume = 0.000 acre-ft
1 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes)
Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfa
Duration Intensity Volume Factor Outflow Volume Volume Duratio
minutes inches / hr acre-feet "m"cfs acre-feet acre-feet minute
(input)(output)(output)(output)(output)(output)(output)(input)
0 0.00 0.000 0.00 0
1 4.56 0.000 0.00 1
2 4.16 0.000 0.00 2
DETENTION VOLUME BY THE MOD
1300 riverside
Drywell
(For catchments less than 160 acres only. For larger catch
(NOTE: for catchments larger than 90 acres, CUHP hydr
Determination of MINOR Detention Volume Using Modified FAA MethodThe project area is
.387 Acres correct?
why is the catchment
basin .267?
Project:
Basin ID:
Design Information (Input):Design Information (Input):
Catchment Drainage Imperviousness Ia =60.22 percent Catchment Drainage Imperviousness Ia =60.22 percent
Catchment Drainage Area A =0.267 acres Catchment Drainage Area A =0.267 acres
Predevelopment NRCS Soil Group Type =B A, B, C, or D Predevelopment NRCS Soil Group Type =B A, B, C, or D
Return Period for Detention Control T =5 years (2, 5, 10, 25, 50, or 100)Return Period for Detention Control T =100 years (2, 5, 10, 25, 50, or 100)
Time of Concentration of Watershed Tc =5.45 minutes Time of Concentration of Watershed Tc =5.45 minutes
Allowable Unit Release Rate q =cfs/acre Allowable Unit Release Rate q =2.222 cfs/acre
One-hour Precipitation P1 =0.64 inches One-hour Precipitation P1 =1.23 inches
Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Coefficient One C1 =88.80 Coefficient One C1 =88.80
Coefficient Two C2 =10 Coefficient Two C2 =10
Coefficient Three C3 =1.052 Coefficient Three C3 =1.052
Determination of Average Outflow from the Basin (Calculated):Determination of Average Outflow from the Basin (Calculated):
Runoff Coefficient C =Runoff Coefficient C =0.57
Inflow Peak Runoff Qp-in =cfs Inflow Peak Runoff Qp-in =0.93 cfs
Allowable Peak Outflow Rate Qp-out =cfs Allowable Peak Outflow Rate Qp-out =0.594 cfsMod. FAA Minor Storage Volume = 0 cubic feet Mod. FAA Major Storage Volume = 153 cubic feet
Mod. FAA Minor Storage Volume = 0.000 acre-ft Mod. FAA Major Storage Volume = 0.004 acre-ft
1 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes)
Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage
Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume
minutes inches / hr acre-feet "m"cfs acre-feet acre-feet minutes inches / hr acre-feet "m"cfs acre-feet acre-feet
(input)(output)(output)(output)(output)(output)(output)(input)(output)(output)(output)(output)(output)(output)
0 0.00 0.000 0.00 0 0.00 0.000 0.00 0.00 0.000 0.000
1 4.56 0.000 0.00 1 8.77 0.002 1.00 0.59 0.001 0.001
2 4.16 0.000 0.00 2 8.00 0.003 1.00 0.59 0.002 0.002
3 3.83 0.000 0.00 3 7.35 0.005 1.00 0.59 0.002 0.002
4 3.54 0.000 0.00 4 6.80 0.006 1.00 0.59 0.003 0.002
5 3.29 0.000 0.00 5 6.33 0.007 1.00 0.59 0.004 0.003
6 3.08 0.000 0.00 6 5.91 0.007 0.95 0.57 0.005 0.003
DETENTION VOLUME BY THE MODIFIED FAA METHOD
1300 riverside
Drywell
Determination of MAJOR Detention Volume Using Modified FAA Method
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
Determination of MINOR Detention Volume Using Modified FAA Method
Are these calcs for
the right project? The
address is wrong.
We have added information to the report describing how the
URMP requirements are met.
An orifice will provide the flow control. An orifice calculation was
added to the appendix and language was added to the body of
the report. The plans were not updated as the orifice was
already called out. Additionally, a pipe flow capacity calculation
was added to the report. Lastly, the allowable out is discussed
based on the existing flowrate minus PB:5.0.
The correct table was added to the report.
PB:5 is allowed to flow offsite undetained as there is not
hardscape to treat.
Yes, it is the correct project. We have updated the title.
10/12/2018
Page: [1] Bernsten-Cover Sheet C0.0
Capture: No
File Name: PlanSet.975 Chatfield Rd.2018.06.Civil_Change
Order 2.pdf
Provide survey.
PlanSet.975 Chatfield Rd.2018.06.Civil_Change Order 2.pdf (6)
Page: [3] Bernsten-C200
Capture: No
File Name: PlanSet.975 Chatfield Rd.2018.06.Civil_Change
Order 2.pdf
Provide level spreader for sand
filter.
Page: [3] Bernsten-C200
Capture: No
File Name: PlanSet.975 Chatfield Rd.2018.06.Civil_Change
Order 2.pdf
Max slope is 3:1. Specify how
this area will be restabilized.
Page: [5] Bernsten-C400
Capture: No
File Name: PlanSet.975 Chatfield Rd.2018.06.Civil_Change
Order 2.pdf
Show inlet structure for sand
filter. Provide energy dispersion
for inlet.
Page: [7] Bernsten-C600
Capture: No
File Name: PlanSet.975 Chatfield Rd.2018.06.Civil_Change
Order 2.pdf
Specify existing and proposed
utility lines.
NOTES:
1.ALL MATERIALS
CONSTRUCTION OF P
MEET OR EXCEED TH SPECIFICATIONS SET
("COA") MUNICIPAL CO
AND APPLICABLESTATE AND FEDERAL
IS CONFLICT BETWEE
TECHNICAL MANUAL STANDARDS, THE HIG
APPLY. ALL UTILITY W
APPROVED BY THE U 2.THE CONTRACT
THAT THE LOCATION
UTILITIES AS SHOWN RECORDS OF THE VA
WHERE POSSIBLE, M
FIELD. THE INFORMAT AS BEING EXACT OR
3.THE CONTRACT
COPY OF THE APPRO THE APPROPRIATE C
SPECIFICATIONS, AN
EXTENSION AGREEM ONSITE AT ALL TIMES
4.THE CONTRACT
ALL ASPECTS OF SAF LIMITED TO, EXCAVAT
SHORING,TRAFFIC CO
5.IF DURING THE CONDITIONS ARE EN
INDICATE A SITUATIO
THE PLANS OR SPEC SHALL CONTACT THE
LLC IMMEDIATELY.
6.ALL REFERENC STANDARDS SHALL R
OF SAID STANDARD U
OTHERWISE.7.THE CONTRACT
CONTROL PLAN IN AC
THE APPROPRIATE R AUTHORITY (TOWN, C
APPROVAL PRIOR TO
WITHIN OR AFFECTIN THE CONTRACTOR S
PROVIDING ANY AND
AS MAY BE REQUIRE CONSTRUCTION ACT
8.THE CONTRACT
PROVIDING ALL LABO FOR THE COMPLETIO
IMPROVEMENTS SHO
DESIGNATED TO BE P CONSTRUCTED UNLE
NOTED OTHERWISE.
9.THE CONTRACT KEEPING ROADWAYS
CONSTRUCTION DEB
BERNSTEN RESIDENCE
975 CHATFIELD ROAD
ASPEN, CO
Provide survey.
-25.0
78
7803
7795.00
7796.00
7
9
7
P
I
P
E
E
3
N
0
2
D
E
G
R
E
E
S
0
6
'
0
0
"
E
4
8
.
0
8
'
TO
W
:
7
8
0
4
7
7
9
5
7
RIM:7804.12
INV IN:7800.00 4" PVC
INV IN:7800.00 6" PVC
INV OUT:7795.28 6" PVC
TO
W
:
7
8
0
1
.
5
Provide level
spreader for sand
filter.
78
1
9
.
8
0
78
2
0
.
8
0
78
2
1
.
3
0
EX:AVG: 39.5%
MAX 48.5%
-45.1%
-38.1%
-25.0%
-31.9%
7806.59 7813.00
7813.00
7806.59
7806.78
7806.99
7806.50
7804.00
7803.00
1.50
7806.63
7806.62
7806.21
7806.66
7806.08
7806.21
78
0
78
0
4
78
2
0
78
1
9
78
2
1
78
1
0
78
1
5
78
2
0
7
8
2
5
782
2 782
3
782
4
78
2
6
7827
78
2
8
78
2
9
7830 78
3
1
78
3
2
78
3
3
INLET A1
RIM:7829.97
INV IN:7828.16 4" PVC
INV OUT:7828.16 4" PVC
PIPE A2
P
I
P
E
A
3
PIPE A4
INLET A2
RIM:7828.71
INV IN:7826.88 4" PVC
INV OUT:7826.88 4" PVC
PIP
P
I
P
E
E
2
INLET D1
RIM:7806.29
INV OUT:7804.34 4" PVC PIPE D
PIPE A9
PIP
E
B
1
P
I
P
E
C
1
PIPE
A
8
5.1
%
783
2
7832
7831
78297829.50
7830
7830.
5
0
7831.
5
0
78
78
3
2
.
5
0
P
I
P
E
A
5
PIPE A6
PIP
E
A
7
P
I
P
E
E
3
PIPE A10
-38.7%
-35.3
%
-40.8%
7806.59
N 77 DEGREES 33'54"
W
1
7
0
.
6
7
'
DECK: 7827.20
EDGE:7826.86
WALKOUT:7827.00
FFE:7837.1
FFE:7814.90
EX:7814.40
TR
E
N
C
H
D
R
A
I
N
N
O
.
1
78
0
7
.
6
5
78
0
8
.
6
5
78
0
9
.
6
5
78
1
0
.
6
5
78
1
1
.
7
1
78
1
2
.
7
1
78
1
3
.
7
1
78
1
4
.
7
1
7814.1
78
1
4
.
8
0
78
1
5
.
8
0
78
1
6
.
8
0
78
1
7
.
8
0
78
1
8
.
8
0
78
2
1
.
5
0
DE
C
K
:
7
8
0
6
.
5
8
78
1
0
.
7
1
TOW:7807
TO
W
:
7
8
0
4
TO
W
:
7
8
1
0
782
6
.
9
TO
W
:
7
7
9
8
.
6
5
-19.9%
78
0
0
780
5 7810
7
8
1
5
7
8
2
0
7
8
2
5
783
0
77
9
6
7
7
9
7
77
9
8
77
9
9
78
0
1
780
2
780
3
780
4
780
6
780
7
7808 780
9 7811 7812 7813
7
8
1
4
7
8
1
6
78
1
7
78
1
8
7
8
1
9
7
8
2
1
7
8
2
2
7
8
2
3
7
8
2
4
7
8
2
6
7
8
2
7
7
8
2
8
782
9
783
1
7806.71
7806.71
FFE:7805.5
EX
:
7
8
0
6
.
8
9
6
7806.66
7806.29
TR
E
N
C
H
D
R
A
I
N
2
:
7
8
0
6
.
5
6
INLET A3
RIM:7820.00
INV IN:7816.59 4" PVC
INV OUT:7816.58 6" PVC
JUNCTION 1
RIM:15615.48
INV IN:7805.43 6" PVC
INV IN:7805.50 4" PVC
INV IN:7805.50 4" PVC
INV OUT:7805.43 6" PVC
JUNCTION 3
RIM:7803.77
INV IN:7803.22 6" PVC
INV IN:7803.22 4" PVC
INV OUT:7803.22 6" PVC
7806.71 7806.71
7806.71
7806.71
7806.717806.71
PIPE A9a
Feet
1:119.99999966
201005
Max slope is 3:1.
Specify how this area
will be restabilized.
MIN 1.5 FT C-33 SAND
7795
7800
WELL DRAINED NATIVE SOIL
SAND FILTER WATER ELEVATIONS AND OUTLET DETAIL
Show inlet structure
for sand filter.
Provide energy
dispersion for inlet.
1037837.329
CKRC25947
SILVER KING DRIVE
CH
A
T
F
I
E
L
D
R
O
A
D
2407836.117
WK CL 2'
2417835.171
WK CL 2'
2427833.656
WK CL 2'
2437832.871
WK CL 2'
1027837.333
RC25947
1047837.404
SMH
1087836.668
UG MARK
17837.361
RC 25947
PROX.
PATH
Specify existing and
proposed utility lines.
Survey included. (Previously submitted with Permit Documents)
A level spreader has been added to the western extent of the
scour stop pad.
We have called out in a note for erosion control matting to be
used where disturbed slopes exceed 33%. We have added a
UDFCD detail.
The inlet and energy dissipation device have been added.
The linework has been revised to clarify proposed versus
existing utilities.
10/12/2018
Page: [7] Bernsten-C600
Capture: No
File Name: PlanSet.975 Chatfield Rd.2018.06.Civil_Change
Order 2.pdf
Utility lines on utility sheet are
hard to interpret. Clarify location.
1037837.329CKRC25947
SILVER KING DRIVE
WV
CH
A
T
F
I
E
L
D
R
O
A
D
WV
WV
57835.677RC25947
2017842.392
UE
2027842.505UE1
2037842.335UC
2047842.072UC
2057842.346UC1
2067842.377UC1
2077842.570UC2
2087842.437UC3
2097843.470UC3
2107842.316
TP
2117842.310
EP 2127842.602ETP
2137841.871UE
2147842.076UE12157841.982UC2167842.240CE
2177841.891
UE
2187842.018UE12197842.061
UC
2207841.810
CE2217841.602UE
2227841.862UE1
2237841.958UC
2247841.001UE
2257841.126UE1
2267841.412UC
2277840.059UE
2287840.264
UE12297839.429UE12307839.177UE
2317841.228UC
2327842.281
UC
2337842.198
TP
2347839.270UG
2357839.800UG 2367839.755UG
2377840.213CE
2387840.551CE 2397840.577UG
2407836.117
WK CL 2'
2417835.171WK CL 2'
2427833.656
WK CL 2'
2437832.871WK CL 2'2447832.203WK CL 2'
2457831.385WK CL 2'
2467829.279WK CL 2'
2477828.813WK CL 2'
2487828.289WK CL 2'2497828.020WK CL 2'
2507827.451
WK CL 2'
2517826.615WK CL 2'
2817828.851UC
2827834.479UC
2837834.676UE
1017839.020TS FRONT
1027837.333
RC25947
1047837.404SMH
1057837.209FF GARAGE
1067837.316FF SILL
1077837.193FF 1087836.668UG MARK
1097835.101TS WALK
1107838.987CKTSDRIVE
1117835.946
CLWK
1157835.102CKTSWALK
17837.361
RC 25947
67838.993TS FRONT
EX-UE EX-UE
EX-UE
EX-UE
EX-UE
EX-UE EX-UE EX-UE
EX-UE
EX-UE
G
G
G
G G G G
CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV
CTV
CTV
CTV
CTV
T T T T T T T T T T T T T
T
T
T T
T
T T
T
T
F.F. GARA
G
E
7837.2'
SILL
7837.3'
F.F.
7837.2'
WOOD
WALK
7835.9'
APPROX.
PATH
TELEPHO
N
E
LINE
CABLE TV
L
I
N
E
ELECTRI
C
LINE
GASLINE
CONCRET
E
DRIVEWA
Y
ELECTRIC
TRANSFO
R
M
E
R
& PED.
TELEPHO
N
E
PEDESTAL
TELEPHO
N
E
PEDESTAL
PI
P
E
A
1
INLET A1
RIM:7829.9728.16 4" PVC28.16 4" PVC
PIPE A2
P
I
P
E
A
3
INLET A2
RIM:7828.7126.88 4" PVC26.88 4" PVC
E
G
SILVER KING DRIV
WV 1017839.020TS FRONT
1047837.404MH
1057837.209
FF GARAGE
1107838.987CKTSDRIVE67838.993TS FRONT
F.F. GAR
A
G
E
7837.2'
NO
Utility lines on utility
sheet are hard to
interpret. Clarify
location.
The linework has been revised to clarify proposed versus
existing utilities.
10/12/2018