HomeMy WebLinkAbout06 - Design Report - Baxter Meadows - Baxter Lane - Storm, Pavement DESIGN REPORT
BAXTER MEADOWS
BAXTER LANE
STORM DRAIN & PAVEMENT IMPROVEMENTS
BOZEMAN, MONTANA
May, 2006
Prepared for,•
BAXTER MEADOWS, LLC
Prepared by.,
Thomas,Dean& Hoskins,Inc. I THOMAS, DEAN AND HOSKINS, INC.
1 71�lv
215 W MENDENHALL, SUITE C-1
TD& r \�uuuul ngineering Canscaltants� BOZEMAN, MT 59715 0t4TAN��������'
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WARIN : =
Project No. B05-016-013 _-0 1 1
Introduction
The purpose of this report is to explain how pavement and storm sewer facilities will be designed
to meet City of Bozeman Design Standards for the construction of Baxter Lane.
The Baxter Meadows Subdivision is located in the northwestern portion of the City of Bozeman,
Montana. The project is bounded by Davis Lane on the east, Oak Street on the south, Harper
Puckett to the west, and Cattail Street on the north.
In this project, the north half of Davis Lane is to be improved between stations 7+64.5 and
23+61.0 (This section of Baxter Lane will be referenced as the West Improvements in this Design
Report). This project also includes improving Baxter Lane between Vaquero Parkway and Davis
Lane (This section of Baxter Lane will be referenced as the East Improvements in this Design
Report). The improvements are designed to satisfy development stipulations set forth by the City
of Bozeman. All modifications shall adhere to current City of Bozeman (COB) and Montana Public
Works Standard Specifications (MPWSS).
Design Report
Water and Sewer
This design report is specific to storm drain and street improvements for the above-mentioned
areas. Water and sewer utilities were, or are being, designed as part of Baxter Meadows Phase
2, Baxter Meadows Phase 3 or Baxter Meadows Phase 4.
Pavement Design
The west improvements to Baxter Lane will ultimately include two 11'travel lanes, two 5' bike
lanes and two 8' parking lanes. Until the south half of Baxter Lane is further developed, the
north half of Baxter Lane will be used as a single, two-lane road receiving traffic in both
directions and contain no biking or parking lanes.
The east improvements to Baxter Lane will include construction of the entire road section. The
typical section will include two 11'travel lanes, two 5' bike lanes and two 8' parking lanes. This
typical section does not apply to the commercial area. The commercial areas will utilize painted
islands, left turn lanes and bike lanes. Parking lanes will not be utilized in the commercial areas.
Baxter Lane improvements will include construction of 11'travel lanes with 2 feet of curb and
gutter on both sides of the road. The road section will also include a boulevard and a 6'
sidewalk. Baxter Lane will exhibit 3% cross slopes throughout the improvements.
5.1 Design Considerations
The performance of the pavement for Baxter Lane depends upon several factors, including (1)
the characteristics of the supporting soil; (2)the magnitude and frequency of wheel load
applications; (3)the quality of available construction materials; and (4)the desired period of
design life.
Based on the near surface materials encountered in the backhoe test pits, the predominant
subgrade will either be a poorly graded GRAVEL(GP) or a silty CLAY (CL) soil. We recommend
excavating to subgrade depth to determine if the resulting subgrade is gravel or clay. If the
subgrade is native gravel, we recommend scarifying and re-compacting the upper 12 inches of
the subgrade prior to constructing the base course gravel and asphalt pavement section. If the
resulting subgrade is clay, we recommend over-excavating the clay, placing a geotextile, and
constructing the base course and sub-base gravel section on top of the geotextile prior to placing
the asphalt surfacing.
The magnitude and frequency of wheel load applications have been estimated based on a 20-
year design life, and the following parameters were used along with the AASHTO Pavement
Design Method of Analysis to develop flexible pavement sections as detailed below:
Reliability (R) = 95%
Standard Deviation (So) = 0.35
Design Period (N) = 20 years
18-kip Equivalent Single Axle Loads (ESAL's) for Collector Streets = 1,000,000
CBR(gravel) = 25 (Mr = 13,500 psi)
CBR(clay) = 3.0 (Mr = 4,500 psi)
Design Serviceability Loss = 1.9
5.2 Flexible Pavement Requirements
The proposed streets should be constructed with a total required flexible pavement thickness and
individual layer thickness as follows:
5.0 inches of Hot Mix Asphaltic Concrete
6.0 inches of Base Course Gravel (11/2 inch Minus Crushed)
16.0 inches of Sub-Base (Pit Run Gravel from Site) or Native Subgrade Gravel
Scarify & Re-compact 12 inches of Subgrade
*(Note: Separation/Stabilization Geotextile should be used for silty clay subgrade)
27.0 inches Total Pavement Section
* It should be noted that when these silty CLAY (CL) subgrade soils become saturated, they lose
strength and are difficult to compact due to"pumping." Therefore, it is recommended that a
separation/stabilization geotextile be used between the clay subgrade and the gravel sub-base
course to facilitate compaction during construction. If this condition occurs, additional expense
should be anticipated, and a contingency for the extra costs should be incorporated into the
plans and specifications.
5.3 Specification Requirements
The following items should be incorporated into the project plans and specifications:
1. Hot Mix Asphaltic Concrete Surface— Montana Public Works Standard Specifications (MPWSS)
Performance Graded (PG) binder having a 58-28 grade in accordance with AASHTO MP1.
2. Crushed Base Course — Crushed Base Course 11/2 inch Minus Gravel conforming to Section
02235 of the Montana Public Works Standard Specifications (MPWSS) - The material should
be compacted to a minimum of 95 percent of AASHTO T-99 Proctor near optimum moisture
content.
3. Sub-Base Course - Sub-Base Course 3 inch Minus Pit Run Gravel from site. The materials
should be compacted to a minimum of 95 percent of AASHTO T-99 Proctor near optimum
moisture content.
4. Separation/Stabilization Geotextile — Mirafi 600X Woven fabric, or equal, should be used to
facilitate compaction of sub-base gravels over saturated, pumping subgrade soils. The
geotextile should be specified between the subgrade soils and the sub-base course gravel
using the manufacturer's recommendations.
6.0 General Recommendations
The analysis and recommendations submitted in this report are based upon the data obtained
from the backhoe test pits excavated at the site by SK Geotechnical in 2000 and 2001. Variations
occur between specific sites tested, the nature and extent of which do not become evident until
additional exploration or construction is conducted.
A re-evaluation of the recommendations presented in this report should be made after
performing on-site observations during construction to note the characteristics of any variations.
The variations may result in additional costs, and it is suggested that a contingency be provided
for this purpose.
It is also recommended that we be retained to perform the observations and testing programs for
the site preparation phase of this project. This will allow correlation of the soil conditions
encountered during construction with the soils observed during this investigation.
Stormwater
Stormwater Treatment
Stormwater will be treated using detention and retention ponds previously designed for Baxter
Meadows. Solids, silt, oils, grease and other pollutants will be removed from the stormwater
prior to discharge from the site as required by the City of Bozeman Design Standards. Primary
treatment will utilize grass lined detention and retention ponds as part of the stormwater system.
A catch basin with a 9" sump has been specified at the inlets to trap heavier solids. The ponds
will remove much of the grease, oils and silt from the stormwater. Based on technical research,
grass lined ponds will trap urban runoff contaminants and provide a high level of treatment. As
the pond allows for infiltration into the subsoil, grease and oils coming in contact with the grass
will stick to the grass and biodegrade naturally.
Stormwater Conveyance
New stormwater conveyance being installed with the Baxter Lane improvements includes one
curb inlet at station 14+20 and two curb inlets at station 43+75. The rational method show that
the runoff received by the inlet a station 14+20 is 0.98 cfs for the 10-year storm event and 1.71
cfs for the 25-year storm event The capacity of a Neenah R-3067 inlet grate is 3.2 cfs in weir
flow, thus accommodating the 25-year event. The rational method also shows that the combined
runoff received by the inlets at station 43+75 is only 1.33 cfs for the 10-year event and 1.59 for
the 25-year event. The capacity for a double Neenah R-3067 inlet grate is 4.6 cfs in weir flow,
thus accommodating the 25-year event. These values were calculated using Neenah design
software and have been included in the Appendix. The inlet capacity values are based on 0.29'
of head, which is the maximum head created by a 9.5' flow allowance in the roadway. These
values indicate the inlets can support the 25-year storm event while maintaining a maximum 9.5'
flow allowance into the roadway.
The inlets located at station 43+75 will discharge to a 15" PVC pipe. Manning's Equation shows
that the minimum 15" pipe at a slope greater than 0.4% will adequately carry the 25-year storm
event and maintain 3 fps velocities. Until further development of Baxter Meadows Phase 2, the
15" stormdrain main will daylight to the north where runoff will flow overland to the existing
detention ponds.
The inlet located at station 14+20 will discharge through a 15" PVC pie to a new detention
pond. Manning's Equation show that the minimum 15" pipe at a slope of 2.3% will adequately
carry the 25-year storm event and maintain 3 fps velocities.
All inlets shall conform to City of Bozeman Standard Drawing number 02720-1A.
Two existing culverts, located near the intersection of Riatta Road and Baxter Lane, will be
extended as part of the Baxter Lane Improvements. The extended segments of culvert will
exhibit the same slope as the existing culverts. Additionally, two new 36" RCP culverts will be
installed to replace the existing 30" CSP culverts located at the intersection of Flanders Mill Road
and Baxter Lane These culverts will be located adiacent to one another on the west side of
Flanders Mill Road The existing 30" CSP pipe orientated east to west under Flanders Mill will be
abandoned and a new 30"CSP culvert will be placed farther south.
A hydraulic analysis has been completed for the culverts located at the Flanders Mill Road/Baxter
Lane intersection and Riatta Road/Baxter Lane intersection. The 25-year design flow for these
culverts was calculated as part of the Baxter Meadows Phase 3 design� report and was
determined to be 114 CFS The 25-year design flow was divided between the two ditch crossings
based on the existing ditches ability to carry flow. 62.3% of the design flow was assigned to the
Flanders Mill crossing while the remaining 37 7% of the design flow was assigned to the Riatta
crossing. Based on the above percentages the Flanders Mill crossing was designed with a
minimum capacity of 71 CFS for normal flow conditions (headwater elevation is less than or equal
to 1.5 times the pipe rise). The Flanders Mill crossing was also designed with a 100% overflow
capacity (minimum of 142 CFS). Similarly, the culverts previously designed at the Riatta Road
and Baxter Lane intersection can carry a minimum of 43 CFS during normal flow conditions and a
minimum of 86 CFS for overflow conditions. Calculations and culvert analysis spreadsheets have
been included in the Appendix The following table summarizes the culvert analysis:
Design Flow Capacity' Design Over Overflow
Culvert Crossing (cfs) (cfs) Flow(cfs) Capacity(cfs)
Flanders Mill and
Baxter Lane Crossing 71 >114 142 156
Riatta Road and
Baxter Lane Crossing 43 >75 86 125
114 >189 228 281
1. Capacity is calculated using a headwater elevation equal to or less than 1.5 times the
pipe rise.
Stormwater Retention
Stormwater retention ponds are used to provide retention so that the peak outflow created by
the 10-year, two-hour event can be retained onsite. Stormwater on the south side of Baxter
Lane from station 51+74.5 to the tie in with Davis Lane will be retained in the pond designed
with the Davis Lane Improvements. The Davis Lane retention pond was not sized to
accommodate this flow; therefore, the Davis Lane retention pond will be increased in area by 15
square feet.
Existing Stormwater Detention
Detention facilities designed to accommodate Baxter Lane stormwater runoff have been designed
in previous phases of development. The following describes the sections of this project that have
had stormwater detention accounted for and in which phase of the Baxter Meadows
development:
Sta. 7+64.5 to Sta. 16+50.0 (Detention provided per Phase 3 design)
• Sta. 16+50.0 to Sta. 23+61.0 (Detention provided per Phase 3 design)
• South half of Baxter Lane from Sta. 37+40.0 to Sta. 41+83.5 (Detention provided per
Phase 3 design)
New Stormwater Detention
Storm runoff from the east Baxter Lane Improvements will flow to existing detention ponds
designed in Baxter Meadows Phase 2. Stormwater on the north side of Baxter Lane from station
37+40.0 to 41+83.5 will drain down Vaquero Parkway to detention pond number 1 designed as
part of Baxter Meadows Phase 2. The net increase in detention area required by the increase in
flow is 8 square feet.
Baxter Lane storm runoff from station 41+83.5 to station 51+74.5 will be conveyed down
Caspian Street. This runoff will enter into the storm drainage system designed in Baxter
Meadows Phase 2 and discharge to pond number 3. Also discharging into pond number 3 is the
runoff from the north half of Baxter Lane from station 51+74.5 to station 53+50.0. This runoff is
conveyed down Davis Lane to the north where it will eventually enter the Baxter Meadows Phase
2 storm drain system and discharge into pond 3. The total increase in detention pond size due to
increased flow entering pond 3 is 20 square feet.
Based on the conservative estimation of time to concentration for the above areas, it was
deemed unnecessary to increase the Phase 2 pond sizes due to the minimal effect this area has
on total runoff. Distances used for the time to concentration calculations were measured to the
end of each drainage area of Baxter Lane. These shorter distances give a conservative estimate
of peak flow compared to using the actual distance each drainage area is to its discharge pond.
A new detention pond will be constructed to accommodate runoff, at a localized low spot in
Baxter Lane which is unable to be diverted into any previously constructed detention ponds.
Runoff from the stormdrain inlet at station 14+20 will discharge to a 128 cubic foot detention
pond before discharging into the Baxter-Border Ditch. The pond will exhibit 3:1 side slopes and a
1-foot design depth A 6"outlet ape has been designed with a 0 6% slope This pipe size at the
specified slope limits the outflow to 0.463 cfs, which is equivalent to the predevelopment runoff.
Calculations for pond sizing and discharge flow can be seen in the Appendix.
Other
Traffic impacts were performed as part of the Baxter Meadows Subdivision design and are not
required with this project, as determined by the Development Review Committee.
APPENDIX
•
Baxter Meadows - Baxter Lane Improvments
To North Davis Lane
This area includes the north half of Baxter Lane from Sta.51+74.5 to 53+50
Area C Slope Travel TOC' Intensity`' Flow
Surface (sf) Value % Distance (min) (in/hr) (cfs)
Existing Asphalt 3950 0.9
Situation Open 828 0.2
Total 4778 1 0.78 1 0.25 165 12.25 1.797 1 0.154
I-uture
Situation Asphalt 4778 0.9 1.07 165 4.70 3.352 0.331
Detention Storm Intensity Developed Developed Undeveloped Required
Sizing Duration° 10 Yr Flow Runoff Runoff Storage'
(min) (in/hr) (cfs) (cf) (cf) (cf)
2.44 5.136 0.439 64.12 1 22.44 41.68
Increase detention area by 5'x5'
Down Caspian(tie Into future Caspian Storm Drain Piping)
This area includes the north half of Baxter Lane from Sta.41+83.5 to 45+75
and the south of Baxter Lane from 41+83.5 to 51+74.5
Area C Slope Travel TOC' Intensity" Flow
Surface (sf) Value % Distance (min) (in/hr) (cfs)
Existing Asphalt 14439 0.9
Situation Open 21850 0.2
Total 1 36289 0.48 1 0.6 1 800 1 38.97 1 0.847 0.338
Future
Situation Asphalt 36289 0.9 0.6 800 12.54 1.770 1.327
Storm Intensity Developed Developed Undeveloped Required
Duration 10 Yr Flow Runoff Runoff Storage'
(min) (in/hr) (cfs) (cf) (cf) (cf)
7.75 2.421 0.965 448.73 157.05 291.67
Increase detention area by 17'x17'
Conveyance Sizing
25 year
Area C Slope Travel TOC' Intensity''' Flow
Surface (SO Value % Distance (min) (in/hr) (cfs)
f-uture
Situation Asphalt 36289 0.9 0.6 800 12.54 2.124 1.593
Down Caspian(tie into future curb and putter)
This area includes the north half of Baxter Lane from Sta.45+75 to 51+74
Area C Slope Travel TOC' Intensity`'' Flow
Surface (sf) Value % Distance (min) (in/hr) (cfs)
Existing Asphalt 9080 0.9
Situation Open 7411 0.2
Total 16491 0.59 0.6 615 28.29 1.043 0.231
Future
Situation Asphalt 16491 0.9 0.6 615 11.00 1.928 0.657
Storm Intensity Developed Developed Undeveloped Required
Duration" 10 Yr Flow Runoff Runoff Storage
°
(min) (in/hr) (cfs) (cf) (cf) (cf)
5.63 2.981 0.661 223.02 78.06 144.96
Increase Detention Pond 10'x10'
To Davis Lane Retention Pond
This area includes the South Half of Baxter Lane from Sta.51+74 to 53+50
and around the Curb to the inlet at Sta. 1+92 Davis Lane
Total
Asphalt C Intensity' Flow Volume'
(SO Value (in/hr) (cfs
5392 0.9 0.408 0.045438 327.15043
Increase Davis Lane Retention Pond 15'x15'
To Inlet 14+20 and Detention Pond
This area includes the north half of Baxter Lane from Sta. 11+50 to 16+50
Area C Slope Travel TOC' Intensity`'' Flow
Surface (sf) Value % Distance (min) (in/hr) (cfs)
Existing Asphalt 9905 0.9
Situation Open 3112 0.2
Total 13017 0.73 1.65 270 9.55 2.113 0.463
Future
Situation Asphalt 1 13017 0.9 1.6 165 4.11 3.657 0.984
Nq
Storm Intensity Developed Developed Undeveloped Required
Duration 10 Yr Flow Runoff Runoff Storage°
(min) (in/hr) (cfs) (cf) (cf) (ch
1 1.90 I 6.037 I 1.322 I 150.66 1 52.73 1 97.93
Conveyance Sizing
25-year
Area C Slope Travel TOC' Intensity3'' Flow
Surface (sf) Value % Distance (min) (Iri (cfs)
Future
Situation Asphalt 13017 0.9 1.6 165 2.26 6.362 1.711
Down Vaquero
This area includes the north half of Baxter Lane from Sta.37+40.0 to 41+83.5
Area C Slope Travel TOC' Intensity' Flow
Surface (sf) Value % Distance (min) (in/hr) (cfs)
Existing Asphalt 7478 0.9
Situation Open 3220 0.2
Total 10698 0.69 0.25 165 15.66 1.532 0.259
I-uture
Situation Asphalt 10698 0.9 1.07 165 4.70 3.352 0.741
Detention Storm Intensity Developed Developed Undeveloped Required
Sizing Duration° 10 Yr Flow Runoff Runoff Storage'
(min) (in/hr) (cfs) (of) (of) (cf)
3.11 4.378 0.741 138.49 48.47 90.02
Increase Detention area by 8'x8'
NOTES:
1 1.87(1.1-CC,)�
Ti _ -sv3
C1=1.0 for 10-year storm event
C,=1.10 for 25-year storm event
2 iio = 0.64 •T,-"
3 Duration equals time to concentration
4 Detention pond size and corresponding storm duration solved for using
Excel Solver Function
5 i, = 0.78 T,-.ea
6 Retention sized based on 10-yr 2-hr storm event
7v=7200"O Q=C•i•A
NOTE: When specifying/ordering grates, refer to"CHOOSING THE PROPER INLET GRATE"
on pages 108-109. For FREE OPEN AREAS of Neenah Grates, refer to pages 326-330.
R-3066
Curb Inlet Frame, Grate, Curb Box
Heavy Duty
Type R-Diagonal grate shown.Furnished standard with 12"pan opening.
I_ 21 CURB BOX ADJUSTABLE
III- 4"TO 9"
_ 22 I -1"O/AOON!AL BARS
20 � WITH Ift OPENINGS
I Ek-
1 1�' s— —+{
f s--23 30" 12
R-3067
Curb inlet Frame, Grate, Curb Box
Heavy Duty
Type R-Diagonal grate shown.Also available with flat mountable curb plate,grated or solid,as shown
on R-3246-1,in place of curb box.
Neither type R-Diagonal nor type V grates recommended for bicycle traffic when used with curbplate.
CURB BOX ADJUSTABLE S'TO 9•
- 38 3/4'
35114'- -1T3144— S314- _
y1,
{� 33.
43'� I" 31' F,
R-3067-C
Curb Inlet Frame, Grate
Heavy Duty
Furnished without curb box for use at driveway locations.
49' 31'
119
.O: wav pwAFAMW
BAXTER MEADOWS
BAXTER LANE STORM DRAIN AND PAVEMENT IMPROVEMENTS
Weir & Orifice Flow Comparison
Q = 0.6A4 29h instructions: Q = 3.3P(h)tj5
• Either Select catalog Weir E
(Orifice Flow Equation) number(will automatically fill ( Equation)
Q=Capacity in CFS in Open Area and Perimeter) Q=Capacity in CFS
A=Free open area of grate in sq.ft. or enter your own values P=Feet perimeter
g=32.2(feet per sec/sec) • Enter head value h=Head in feet
h=Head in feet • Press CALCULATE
The results will determine
automatically if your situation
falls into a Weir,Transitional
or Orifice flow.Additionally,a
pop-up window will offer
Neenah grates which fall
within the parameters
chosen.
Catalog number and grate type: Head in feet (h): .29
Feet Perimeter (P): Free open area in sq. ft. (A):
8.83
Weir capacity in cfs: Transitional flow in cfs: Orifice capacity in cfs:
4.6 _
(Results assume no debris restriction.)
NOTE:The above results do not account for the dome height of Beehive-type
grates. Please take note of this when determining the Head(h)value.
For additional information regarding Neenah Inlet Grate Capacities,please contact
our Product Engineer,Steve Akkala,at 920-725-7000 or at sakkala@nfco.com.
Note: The weir capacity equation is based on two(2)inlets. The calculated capacity is the expected
capacity for the Davis Lane improvements.
Ponding - Weir Orifice Equation Page 1 of 1
Weir & Orifice Flow Comparison
Instructions:
Q = 0.6A � h • Either Select catalog number(will — 3'3P(h)t
(Orifice Flow Equation) automatically fill in Open Area and (Weir Equation)
Perimeter)or enter your own values
O=Capacity in CFS • Enter head value O=Capacity in CFS
A= Free open area of grate in sq.ft. • Press CALCULATE P=Feet perimeter
g=32.2(feet per sec/sec) h=Head in feet
h=Head in feet The results will determine
automatically if your situation falls into
a Weir,Transitional or Orifice flow.
Additionally,a pop-up window will
Orifice Information ( offer Neenah grates which fall within Weir Information
the parameters chosen.
Catalog number and grate type: R-3067 Diagonal _ Head in feet (h):
.3
Feet perimeter (P): Calculate Free open area in sq. ft. (A):
5.9 1.9
Weir capacity in cfs: Transitional flow in cfs: Orifice capacity in cfs:
3.2
(Results assume no debris restriction.)
NOTE:The above results do not account for the dome height of Beehive-type
grates. Please take note of this when determining the Head(h)value.
For additional information regarding Neenah Inlet Grate Capacities,please contact
our Product Engineer,Steve Akkala,at 920-725-7000 or at sakkala@nfco.com.
http://www.nfco.com/literature/brochures/gratecapacities/weir_Orifice.php?identifier=R-30... 4/28/2006
GUTTER
Baxter Lane Improvements
This analysis is on the flatest sloped road contributing
to inlets at station 43+75.
5/3
A _ Q • n
P2/3 IAS6
y x Q S
ft ft cfs n ft/ft
0.22
Area 0.8164 ft2 Velocityf ,, , fps
Perimeter 7.6022 ft
Left Side 1711MINN., Ri g ht Side;>.<f; :' Difference%='-=
X
— Y
COB Max Width 9.5 ft
@ 3%slope max depth 0.285 ft
MANNING'S EQUATION (CIRCLE)
Baxter Lane Improvements
For Piping between Inlets at Station 43+75, 25 Right and Left
A conservative estimate of runoff was calculated by
using the entire area contributing to both inlets
for each individual inlet
A5/3 n
P211— 1.486•/S
y R D Q S
ft ft in cfs n ft/ft
0.620 £31 0.5 :: � r �€ :::> • k o.
Theta 3.6287
Area 0.5121 ft2 Velocity W..,,,0. . fps
Perimeter 1.8144 ft
Left Side 4,2t3,,,. Right Side, ;, Wit?.,. ' Difference 4, Q
R
Y
The pipe is 62.1% full.
MANNING'S EQUATION (CIRCLE)
Baxter Lane Improvements
Analysis on 15" pipe connecting Inlets at
station 43+75 to future stormdrain mains
to be placed in Phase 2
Asia 0�n
P2i3— 1.486
y R D Q S
ft ft in cfs n ft/ft
0.541088 0.625 451 }t
Theta 2.8752
Area 0.5101 ft2 Velocity JAMfps
Perimeter 1.7970 ft
Left Side ` ` _ N:.. Right Sided%' Difference
Z
V
The pipe is 43.4% full.
MANNING'S EQUATION (CIRCLE)
Baxter Lane Improvements
For Inlet at Station 14+20,
A 5/3 Q-n
P 213 1.486�s
y R D Q S
ft ft in— ftft
cfs, n i
0.354,�338:1 0.625
Theta 2.2458
Area 0.2862 ft2 Velocity fp s
Perimeter 1.4036 ft
Left Side
Right Side<: Difference
rR
0 0
_,A
The pipe is 28.3% full.
MANN|NG'S EQUATION (CIRCLE)
Baxter Lane Improvements
Ana|yoioon"Diooharge Piping from Detention Pond.
The slope ofthis 0" Pipe Limits Discharge to
Predave|opmentRakao
Theta 5.2933
Area 0.1916 ft2 Velocity fmo
Perimeter 1.3233ft
Left Side |Right Sidm Difference
IF
The pipe is 94.0% full.
Baxter Meadows - Baxter Lane
Hydraulic Analysis - COB Pond Volume Calculations
Bottom Top Required
Pond Area Area Volume Volume Check
Inlet
14+19.98 44 213 128 97.93 Adequate
NOTE:Pond volumes are calculated for 1.0'deep ponds using the Average Area Method.
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MANNING'S EQUATION (TRAPEZOID)
Flanders Mill/Baxter-Border Ditch
y b z Q S
ft ft ft cfs n ft/ft
Area 24.9824 ft2 Velocity _ :;7f3 .,€fps
Perimeter 15.7575 ft
Left Side S` 68. '' Right Side 3368 Difference �, 0
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7W,,3 3 -
MANNING'S EQUATION (TRAPEZOID)
Riatta Road Crossing
5/3
A Q•n
P2" 1.486
y b z Q S
ft ft ft cfs n ft/ft
tn
Area 32.8250 ft2 Velocity #Og fps
Perimeter 20.951.9 ft
Left Side 44 2 $ Right Side Difference``,
,:
CfS
/� cast-r am al
C//_v`Vcr► •.ly S:� roelra,,.-. rs�btJS 1`-c.�11 C_.��� 4T l l,te{S All
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i
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I
1
CURRENT DATE : 05-18-2006 E ,-I, J - lot`J FILE DATE : 05-18-2006
CURRENT TIME : 15 : 09 : 08 F� t.Cc AC 1 I FILE NAME : BAXMD02
********************************************************************************
************************** FHWA CULVERT ANALYSIS **************************
************************** HY-8 , VERSION 6 . 1 *******x*****xxx**********
********************************************************************************
C SITE DATA CULVERT SHAPE, MATERIAL, INLET
U - - - - - - -- - - - - - - - - - - - - - - - - -- ------------- - --- - - --- -- - -- - - - . -- -- - - -- - - - - -- -- - -- -- - -
L INLET OUTLET CULVERT BARRELS
V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET
NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE
1 4690 . 22 4689 . 33 112 . 00 2 RCP 3 . 00 3 . 00 . 013 CONVENTIONAL
2
3
4
5
6
SUMMARY OF CULVERT FLOWS (cfs) FILE : BAXMD02 DATE: 05-18-2006
ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR
4690 . 22 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1
4691 .49 18 .2 18 . 2 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1
4692 . 15 36 .4 36 .4 0 . 0 0 . 0 0 . 0_ 0 . 0 0 . 0 0 . 00 1
4692 . 65 54 . 6 54 . 6 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1
4693 . 11 72 . 8 72 . 8 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1
4693 . 60 91 . 0 91 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1
4694 . 17 109 .2 109 .2 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1
_, 4694 . 33 114 . 0 114 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1
4695 . 63 145 . 6 145 . 6 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1
4696 .28 163 . 8 158 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 4 . 03 11
4696 .40 182 . 0 161 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 19 . 33 6
4696 . 15 156 .2 156 . 2 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING
********************************************************************************
SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: BAXMD02 DATE: 05-18-2006
HEAD HEAD TOTAL FLOW % FLOW
ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR
4690 . 22 0 . 000 0 . 00 0 . 00 0 . 00
4691 . 49 0 . 000 18 .20 0 . 00 0 . 00
4692 . 15 0 . 000 36 .40 0 . 00 0 . 00
4692 . 65 0 . 000 54 . 60 0 . 00 0 . 00
4693 . 11 0 . 000 72 . 80 0 . 00 0 . 00
4693 . 60 0 . 000 91 . 00 0 . 00 0 . 00
4694 . 17 0 . 000 109 . 20 0 . 00 0 . 00
4694 . 33 0 . 000 114 . 00 0 . 00 0 . 00
4695 . 63 0 . 000 145 . 60 0 . 00 0 . 00
4696 . 28 -0 . 009 163 . 80 1 . 05 0 . 64
4696 .40 -0 . 007 182 . 00 1 . 65 0 . 91
********************************************************************************
<1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE M = 1 . 000
********************************************************************************
2
CURRENT DATE : 05-18-2006 FILE DATE : 05-18-2006
CURRENT TIME : 15 : 09 : 08 FILE NAME : 13AXMD02
********************************************************************************
PERFORMANCE CURVE FOR CULVERT 1 - 2 ( 3 . 00 (ft) BY 3 . 00 (ft) ) RCP
********************************************************************************
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL.
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps)
********************************************************************************
0 . 00 4690 . 22 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00
18 . 20 4691 . 49 1 . 27 1 . 27 1-S2n 0 . 78 0 . 95 0 . 79 0 . 82 6 . 10 2 . 91
36 . 40 4692 . 15 1 . 93 1 . 93 1-S2n 1 . 13 1 . 36 1 . 06 1 . 11 8 . 14 3 . 68
54 . 60 4692 . 65 2 . 43 2 . 43 1-S2n 1 .43 1 . 68 1 . 44 1 . 34 8 . 15 4 . 21
72 . 80 4693 . 11 2 . 89 2 . 89 1-S2n 1 . 70 1 . 96 1 . 71 1 . 54 8 . 74 4 . 62
91 . 00 4693 . 60 3 . 38 3 . 38 5-S2n 1 . 97 2 . 19 1 . 89 1 . 72 9 . 71 4 . 97
109 . 20 4694 . 17 3 . 95 3 . 95 5-S2n 2 .28 2 . 40 2 . 20 1 . 88 9 . 86 5 . 26
114 . 00 4694 . 33 4 . 11 4 . 11 5-S2n 2 . 36 2 . 44 2 . 34 1 . 93 9 . 66 5 . 33
145 . 60 4695 . 63 5 .41 5 . 01 2-M2c 3 . 00 2 . 69 2 . 69 2 . 18 10 . 90 5 . 76
158 . 72 4696 . 28 6 . 06 5 . 89 2-M2c 3 . 00 2 . 80 2 . 80 2 . 31 11 . 64 5 . 96
161 . 02 4696 . 39 6 . 17 6 . 09 2-M2c 3 . 00 2 . 81 2 . 81 2 .44 11 . 77 6 . 15
********************************************************************************
El . inlet face invert 4690 . 22 ft El . outlet invert 4689 . 33 ft
El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft
********************************************************************************
***** SITE DATA ***** CULVERT INVERT **************
INLET STATION 0 . 00 ft
INLET ELEVATION 4690 . 22 ft
OUTLET STATION 112 . 00 ft
OUTLET ELEVATION 4689 . 33 ft
NUMBER OF BARRELS 2
SLOPE (V/H) 0 . 0079
CULVERT LENGTH ALONG SLOPE 112 . 00 ft
***** CULVERT DATA SUMMARY ************************
BARREL SHAPE CIRCULAR
BARREL DIAMETER 3 . 00 ft
BARREL MATERIAL CONCRETE
BARREL MANNING' S n 0 . 013
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL GROOVED END PROJECTION
INLET DEPRESSION NONE
********************************************************************************
3
CURRENT DATE : 05-18-2006 FILE DATE : 05-18-2006
CURRENT TIME : 15 : 09 : 08 FILE NAME : BAXMD02
********************************************************************************
************************** TAILWATER **************************
********************************************************************************
***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME : BAXMD02
MAIN CHANNEL ONLY FILE DATE : 02-13-2006
LEFT CHANNEL BOUNDARY 0
RIGHT CHANNEL BOUNDARY 0
MANNING n LEFT OVER BANK 0 . 000
MANNING n MAIN CHANNEL 0 . 040
MANNING n RIGHT OVER BANK 0 . 000
SLOPE OF CHANNEL 0 . 0140 ft/ft
CROSS-SECTION X Y
COORD. NO. (ft) (ft)
1 0 . 00 4695 . 00
2 7 . 00 4690 . 00
3 14 . 50 4689 . 33
4 17 . 50 4689 . 33
5 24 . 50 4694 . 00
******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW W.S .E. FROUDE DEPTH VEL. SHEAR
(cfs) (ft) NUMBER (ft) (f/s) (psf)
0 . 00 4689 .33 0 . 000 0 . 00 0 . 00 0 . 00
18 . 20 4690 . 15 0 . 689 0 . 82 2 . 91 0 . 47
36 .40 4690 .44 0 . 727 1 . 11 3 . 68 0 . 67
54 . 60 4690 . 67 0 . 748 1 .34 4 .21 0 . 82
72 . 80 4690 . 87 0 . 764 1 . 54 4 . 62 0 . 94
91 . 00 4691 . 05 0 . 775 1 . 72 4 . 97 1 . 05
109 . 20 4691 .21 0 . 785 1 . 88 5 . 26 1 . 14
114 . 00 4691 .26 0 . 787 1 . 93 5 . 33 1 . 17
145 . 60 4691 . 51 0 . 800 2 . 18 5 . 76 1 . 31
163 . 80 4691 . 64 0 . 805 2 . 31 5 . 96 1 . 38
182 . 00 4691 . 77 0 . 811 2 .44 6 . 15 1 .45
Note: Shear stress was calculated using R.
********************************************************************************
************************** ROADWAY OVERTOPPING DATA **************************
********************************************************************************
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH 2O . 00 ft
***** USER DEFINED ROADWAY PROFILE
CROSS-SECTION X Y
COORD. NO. ft ft
1 0 . 00 4696 .25
2 47 . 00 4696 . 15
3 120 . 00 4696 . 51
********************************************************************************
CURRENT DATE : 02-13 -2 0 0 6 1C77 V Xi h� FILE DATE : 0 2-13 -2 0 0 6
CURRENT TIME : 10 : 26 : 00 ��. FILE NAME : BAXMD01
FHWA CULVERT ANALYSIS
HY-8 , VERSION 6 . 1
C SITE DATA CULVERT SHAPE, MATERIAL, INLET
U
L INLET OUTLET CULVERT BARRELS
V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET
NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE
1 4689 . 68 4689 . 14 134 . 00 1 RCPA 3 . 65 2 . 22 . 012 CONVENTIONAL
2 4689 . 38 4688 . 84 134 . 00 1 RCPA 3 . 02 1 . 88 . 012 CONVENTIONAL
3
4
5
6
SUMMARY OF CULVERT FLOWS (cfs) FILE: BAXMD01 DATE: 02-13-2006
ELEV (ft) TOTAL 1 2 3♦ 4 5 6 ROADWAY ITR
4689 . 68 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 0
4690 . 34 12 . 5 4 . 8 7 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 4
4690 . 87 25 . 0 12 . 7 12 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 7
4691 . 41 37 . 5 22 . 1 15 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 4
4691 . 85 50 . 0 25 . 0 24 . 6 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 4
4692 . 59 62 . 5 37 . 5 25 . 3 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 3
4692 . 91 75 . 0 46 .2 26 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 12
-'4693 . 91 87 . 5 50 . 0 37 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 3
4694 . 25 100 . 0 62 .5 37 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 7
4694 . 52 112 . 5 62 . 5 37 . 5 0 . 0 0 . 0 0 . 0 0 . 0 11 . 51 17
4694 . 60 125 . 0 62 . 5 37 . 5 0 . 0 0 . 0 0 . 0 0 . 0 24 . 14 10
4694 . 30 100 . 0 62 . 5 37 . 5 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING
SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: BAXMD01 DATE: 02-13-2006
HEAD HEAD TOTAL FLOW o FLOW
ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR
4689 . 68 0 . 000 0 . 00 0 . 00 0 . 00
4690 . 34 -0 . 008 12 . 50 0 . 00 0 . 00
4690 . 87 0 . 003 25 . 00 -0 . 22 -0 . 88
4691 . 41 0 . 007 37 . 50 -0 . 32 -0 . 85
4691 . 85 -0 . 010 50 . 00 0 . 36 0 . 72
4692 . 59 0 . 006 62 . 50 -0 . 25 -0 . 40
4692 . 91 0 . 000 75 . 00 2 . 78 3 . 71
4693 . 91 1 . 000 87 . 50 0 . 00 0 . 00
4694 . 25 0 . 000 100 . 00 0 . 00 0 . 00
4694 . 52 -0 . 002 112 . 50 0 . 98 0 . 87
4694 . 60 -0 . 002 125 . 00 0 . 85 0 . 68
<1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE (o) = 1 . 000
2
CURRENT DATE: 02 -13-2006 FILE DATE: 02-13-2006
CURRENT TIME: 10 : 26 : 00 FILE NAME : BAXMD01
PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 3 . 65 (ft) BY 2 . 22 (ft) ) RCPA
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL 'GRIT . OUTLET TW OUTLET TW
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL.
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps)
0 . 00 4689 . 68 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00
4 . 78 4690 . 35 0 . 67 0 . 67 1-S2n 0 . 47 0 . 49 0 . 39 0 . 96 4 . 79 2 .45
12 . 72 4690 . 87 1 . 19 1 . 19 1-S2n 0 . 79 0 . 84 0 . 78 1 . 40 5 . 31 3 . 00
22 . 08 4691 . 41 1 . 73 1 . 73 1-S2n 1 . 11 1 . 15 1 . 05 1 . 74 6 . 57 3 . 35
25 . 00 4691 . 57 1 . 89 1 . 89 1-S2n 1 . 22 1 . 24 1 . 14 2 . 02 6 . 84 3 . 63
37 . 50 4692 . 56 2 . 62 2 . 88 3-Mlf 1 . 74 1 . 56 2 .22 2 . 26 5 . 96 3 . 85
46 . 18 4692 . 90 3 . 20 3 .22 3-Mlf 2 . 22 1 . 74 2 .22 2 . 48 7 . 34 4 . 04
50 . 00 4693 . 17 3 . 49 3 .40 3-M1f 2 . 22 1 . 81 2 . 22 2 . 68 7 . 95 4 . 20
62 . 50 4695 . 32 4 . 57 5 . 64 4-FFt 2 . 22 1 . 99 2 . 22 2 . 87 9 . 93 4 . 35
62 . 50 4695 . 49 4 . 57 5 . 81 4-FFt 2 . 22 1 . 99 2 .22 3 . 04 9 . 93 4 .49
62 . 50 4695 . 65 4 . 57 5 . 97 4-FFt 2 .22 1 . 99 2 .22 3 . 20 9 . 93 4 . 61
El . inlet face invert 4689 . 68 ft El . outlet invert 4689 . 14 ft
El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft
***** SITE DATA ***** CULVERT INVERT **************
INLET STATION 0 . 00 ft
INLET ELEVATION 4689 . 68 ft
OUTLET STATION 134 . 00 ft
OUTLET ELEVATION 4689 . 14 ft
NUMBER OF BARRELS 1
SLOPE (V/H) 0 . 0040
CULVERT LENGTH ALONG SLOPE 134 . 00 ft
***** CULVERT DATA SUMMARY ************************
BARREL SHAPE PIPE ARCH
BARREL SPAN 3 . 65 ft
BARREL RISE 2 . 22 ft
BARREL MATERIAL CONCRETE
BARREL MANNING' S n 0 . 012
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL GROOVED END PROJECTING
INLET DEPRESSION NONE
3
CURRENT DATE: 02-13 -2006 FILE DATE: 02-13-2006
CURRENT TIME : 10 : 26 : 00 FILE NAME : BAXMD01
PERFORMANCE CURVE FOR CULVERT 2 - 1 ( 3 . 02 (ft) BY 1 . 88 (ft) ) RCPA
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT . OUTLET TW OUTLET TW
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL.
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps)
0 . 00 4689 . 38 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 30 0 . 00 0 . 00
7 . 72 4690 . 34 0 . 96 0 . 96 1-S2n 0 . 66 0 . 69 0 . 59 1 . 26 5 . 30 2 .45
12 . 50 4690 . 72 1 . 34 1 . 34 1-S2n 0 . 88 0 . 91 0 . 81 1 . 70 5 . 92 3 . 00
15 . 74 4691 . 35 1 . 57 1 . 97 4-FFt 1 . 03 1 . 03 1 . 88 2 . 04 3 . 56 3 . 35
24 . 64 4691 . 83 2 . 25 2 . 45 3-Mlf 1 . 59 1 . 33 1 . 88 2 . 32 5 . 57 3 . 63
25 . 25 4692 . 62 2 . 30 3 . 24 4-FFt 1 . 66 1 . 35 1 . 88 2 . 56 5 . 71 3 . 85
26 . 04 4692 . 92 2 . 37 3 . 54 4-FFt 1 . 88 1 . 37 1 . 88 2 . 79 5 . 89 4 . 04
37 . 50 4694 . 51 3 . 53 5 . 13 4-FFt 1 . 88 1 . 63 1 . 88 2 . 98 8 . 48 4 . 20
37 . 50 4694 . 69 3 . 53 5 . 31 4-FFt 1 . 88 1 . 63 1 . 88 3 . 17 8 . 48 4 . 35
37 . 51 4694 . 86 3 . 53 5 .48 4-FFt 1 . 88 1 . 63 1 . 88 3 . 34 8 . 48 4 . 49
37 . 50 4695 . 02 3 . 53 5 . 64 4-FFt 1 . 88 1 . 63 1 . 88 3 . 50 8 .48 4 . 61
El . inlet face invert 4689 . 38 ft El . outlet invert 4688 . 84 ft
El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft
***** SITE DATA ***** CULVERT INVERT **************
INLET STATION 0 . 00 ft
INLET ELEVATION 4689 . 38 ft
OUTLET STATION 134 . 00 ft
OUTLET ELEVATION 4688 . 84 ft
NUMBER OF BARRELS 1
SLOPE (V/H) 0 . 0040
CULVERT LENGTH ALONG SLOPE 134 . 00 ft
***** CULVERT DATA SUMMARY ************************
BARREL SHAPE PIPE ARCH
BARREL SPAN 3 . 02 ft
BARREL RISE 1 . 88 ft
BARREL MATERIAL CONCRETE
BARREL MANNING' S n 0 . 012
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL GROOVED END PROJECTING
INLET DEPRESSION NONE
4
CURRENT DATE : 02 -13-2006 FILE DATE: 02-13-2006
CURRENT TIME : 10 : 26 : 00 FILE NAME: BAXMD01
TAILWATER
******* REGULAR CHANNEL CROSS SECTION ****************
BOTTOM WIDTH 4 . 00 ft
SIDE SLOPE H/V (X: l) 1 . 4
CHANNEL SLOPE V/H (ft/ft) 0 . 007
MANNING' S n ( . 01-0 . 1) 0 . 040
CHANNEL INVERT ELEVATION 4689 . 14 ft
CULVERT NO. l OUTLET INVERT ELEVATION 4689 . 14 ft
******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW W. S .E . FROUDE DEPTH VEL. SHEAR
(cfs) (ft) NUMBER (ft) (f/s) (psf)
0 . 00 4689 . 14 0 . 000 0 . 00 0 . 00 0 . 00
12 . 50 4690 . 10 0 . 442 0 . 96 2 . 45 0 .42
25 . 00 4690 . 54 0 .446 1 . 40 3 . 00 0 . 61
37 . 50 4690 . 88 0 . 448 1 . 74 3 . 35 0 . 76
50 . 00 4691 . 16 0 .449 2 . 02 3 . 63 0 . 88
62 . 50 4691 .40 0 . 450 2 . 26 3 . 85 0 . 99
75 . 00 4691 . 63 0 .451 2 . 48 4 . 04 1 . 09
87 . 50 4691 . 82 0 .452 2 . 68 4 . 20 1 . 17
100 . 00 4692 . 01 0 . 453 2 . 87 4 . 35 1. 25
112 . 50 4692 . 18 0 . 453 3 . 04 4 . 49 1 . 33
125 . 00 4692 . 34 0 .454 3 . 20 4 . 61 1 . 40
ROADWAY OVERTOPPING DATA
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH 37 . 00 ft
***** USER DEFINED ROADWAY PROFILE
CROSS-SECTION X Y
COORD. NO. ft ft
1 0 . 00 4695 . 57
2 88 . 00 4695 . 09
3 152 . 00 4694 . 64
4 315 . 00 4694 . 30
�11'��TANy�
* KEITH E. i<s
WARING a
NO-15161 PE w o
azo
z u�
1�1
sT
-
1
1 '
42 LF OF 6" PVC ® 0.6%
_ w
J
DETENTION POND O w
128 CF V J
Z w
INSTALL 112 LF (EACH) OF 36 65 LF OF 15" PVC m
` I I` CLASS III RCP WITH FETS AND
85.5 iii;ANS1TION ; T DEBRIS RACKS 0 0.8%
ARSh I INVERT (S) = 4690.22 \ • STORM DRAIN INLET 1 N
Z
i LD
INVERT (N) - 4689.33 ` STA 14+20 [�N
zW
------------- --- - �WWw N
-
e+oo 7+00 -) -� � --> -) � -> � � � --) ---) +-� ) -> -> -4 -> --> -> -3 - —\\- E- <- 7 <- E- (- <- E- C- <-- 000 z
c
--- -----F-----+---- w [I ��•y
_ REMOVE EXISTING 30" CSP CULVERTS
NREMOVE RETAINING WALL, REGRADE BACKSLOPE
O RUNOFF TO DISCHARGE DOWN "E" DRIVE, RUNOFF TO DISCHARGE THROUGHT INLET I AT 4:1, ABANDON 30" CSP
N AND FLOW ACCOUNTED FOR IN CHASE, 344 SF OF AREA PROVIDED FOR w
I r-------------------- Q QQ
= PHASE 3 SEDIMENT TREATMENT, DETENTION ACCOUNTED 1�� ❑
p FOR IN PHASE 3
Do DETENTIO 1 I INSTALL 30" CSP CULVERT
F I 1 INVERT (E) = 4691.39
u 1 I INVERT (W) = 4690.99
Y 1 I
EL I I mmm
1 I
DRAN ` 1 I
BY: KLS
N DESIGNED BY: KEW
• QUALITY CHECK:
CID
DATE: 514106
JOB NO. B05.8016
O FIELOBOOK
N
lIT
CA
3
v
0
1 'sl w
x at Z
Q EXTENDED 26-5/8"X43-3/4" RCPA, 0
REMOVE FET AND EXTEND 16', REPLACE FET, �\��`` •� i W
INVERT (N) = 4689.08 k I 0 z
a ' Q
EXTENDED 26-5/8"X43-3/4" RCPA, '` III a Z
m REMOVE FET AND EXTEND 24'. REPLACE FET, ",� �. z
3 INVERT (N) = 4688.74 '� -1 ` %
--------------- O W
N Do rn
M 15+ 6 + \ +00 + -— _- --00 Woo LLI
Q m Z
CIDuj
Lu
W
Wa >
--�— 0 0
-------------\--- --- ---- ----------------- W----------------------------- --------------- C O RUNOFF TO DISCHARGE DOWN RIATTA ROAD m W c
0) DETENTION AND FLOW ACCOUNTED FOR IN
N PHASE 3
a N
W
J
O
c:)
O
m
L0
O
O
CN
CAD NO.dm n ro -I.OWO
SHEET 1 OF 2
T
KEITH E.
WAKING i
NO.t5161PE ,'r02zz
fJ�lll4� G�8
�70,YA4N„��
U
0
�z-
x
�Y o s �
00w n
a a 15" PVC STORM DRAIN
T EXISTING ASPHALT = 7.478 SF O z
NEW ASPHALT = 10.698 SF Ali I M a
STORM DRAIN INLET 730 LF OF 3:1 V-DITCH W w
TOTAL FLOW FROM DRAINAGE AREA = 0.741 CFS 4' DIA. STORM DRAIN �y Q
(2) STATION 43+75 SLOPE AT 0.3% MANHOLE "U _
DISCHARGE TO POND 1, DESIGNED IN PHASE 2 V
zZw
42+00 45+00 46+00 + W W
U) AWQ
-� -3 � � � — � E- � F- � � � E- E- � � � � � � � E- W � z0
-. - - - T7AN
yD0x r 8b,RUNOFF TO INLETS EAST OF FURGUSON AVE. ALL VALLEY GUTTER yl �i.y N DETENTION AND FLOW ACCOUNTED FOR IN PHASE 3 FILLET
EXISTING ASPHALT = 23,519 SF
E NEW ASPHALT = 52.780 SF
TOTAL FLOW FROM DRAINAGE AREA = 1.98 HA CFS
m ANDAFIL LEY GUTTER DISCHARGE TO POND 3, DESIGNED IN PHASE 2 F F F
= c o o
Y
m mm
d
04 DRAWN BY: KLS
Do DESIGNED BY: KEW
CV
DUALITY CHECK:
DATE: 514106
f0
JOB 0
C�
N FIELDBOOK
iCl
3
v
0
a
al 1 co
Q
I
w
a) EXISTING ASPHALT = 3,950 SF I I I Q
7 NEW ASPHALT = 4.778 SF I ADISCHARGE
I Z
TOTAL FLOW FROM DRAINAGE AREA.= 0.33 CFS I DISCHARGE TO POND 3, DESIGNED IN PHASE 2 I wo CONTRIBUTING AREA = 5.392 SF 0u1 IONAL RETENTION VOLUME = 327 CF TO DAVIS LANE RETENTION POND aZ
--------�*-
N
Ld � F- � � F- F- E- E- E- � E- � � � � E- � E- � E- � � � -� � � � —� —y II _ co
z
s
2z w
— LLI
2
tiW2
Lu
C EXISTING ASPHALT = 23,519 SF 2 I I EXISSrNG STORM DRAM INLET 0 >
B) = NEW ASPHALT = 52,780 SF I�I X J O
E TOTAL FLOW FROM DRAINAGE AREA = 1.98 CFS IA W
CL DISCHARGE TO POND 3, DESIGNED IN PHASE 2 I m , a
I I W
o
I I a. y
m I t r w
w
0
In
0
00
L0
0
0
CAD NO.do•I N ropolt.DWO
SHEET 2 OF 2