HomeMy WebLinkAbout14 - Design Report - Town Pump #8 - Sewer, Water SANITARY SEWER AND
WATER MAIN EXTENSION
DESIGN REPORT
FOR:
TOWN PUMP #8
LOT 1A OF MINOR SUBDIVISION 454A
BOZEMAN, MT
Prepared By:
MADISON
ENGINEERING
Madison Engineering
895 Technology Blvd Ste 203
Bozeman, MT 59718
(406) 586-0262
January 2014
WATER MAIN EXTENSION
DESIGN REPORT
SANITARY SEWER AND
TOWN PUMP #8
LOT 1A OF MINOR SUBDIVISION 454A
BOZEMAN, MT
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f 1 e i4iw.^k
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Madison Engineering
895 Technology Blvd Ste 203
Bozeman, MT 59718
(406) 586-0262
January 2014
W ater
TOWN PUMP#8
LOT lA OF MINOR SUBDIVISION 454A
WATER SYSTEM DESIGN REPORT
A. General
This design report will give an overview of the proposed water main extension for the
development of the Lot lA of Minor Subdivision 454A on Cottonwood Road off of Huffine
Lane in Bozeman. The report includes a description of the proposed water main and design
parameters. The proposed improvements are anticipated to be constructed during the summer of
2014. Once the water main is constructed and approved, the main will become a part of the City
of Bozeman system.
The following references were used in the preparation of this report:
a. COB Design Standards and Specifications Policy,2004. Addendum#4
b. COB Modifications to Montana Public Works Standard Specifications(MPWSS).
c. City adopted MPWSS and Adopted Addenda
d. WQB Circular No. 1
e. City of Bozeman Zoning Map
f. Uniform Plumbing Code
B. Existing Water Supply
The proposed water main extension will be served from the existing City of Bozeman water
distribution system in Cottonwood Road. A stub was provided for this extension with the
development of the Cottonwood Road water main, which was installed for the Loyal Gardens
subdivision. The following information regarding pressures of the existing system obtained from
the City of Bozeman:
Fire Hydrant —Golden Gate and Advanced Drive. Hydrants 2201 and 2202
Static Pressure: 115psi
Pitot Pressure: 80 psi
Residual Pressure: 110 psi
Hydrant Discharge Calculation—2.5 inch port, during test
Qt= 167(pt).5
Qt= 167 x 80,5
Qt= 1,494 gpm
Distribution Main Capacity—Fire flow at minimum residual pressure
Q,=Qt[(Ps—Pr)/(Ps—Polo."
Q,= 1,494[(115 —20)/(115—80)]0-"
Q,=2,562 gpm
Qt= Hydrant Discharge During Test
Q,= Fire Flow at Residual Pressure
PS= Static Pressure
LOT I—Water Design Report
Page I of 3
P, = Minimum Residual Pressure
Pt= Pitot Pressure
C. Proposed Water System
The proposed water main extension will consist of approximately 176 if of 8" Class 51 Ductile
Iron Pipe. The proposed main will connect to an existing 8-inch stub, with a gate valve, and
dead end at a blow-off. Included in the appendix of this report is a plan and profile of the
proposed water main. The layout of the proposed water main meets the City of Bozeman design
criteria and will be located both within the right-of way and a proposed 30' wide easement and
separated from the proposed sanitary sewer main by a minimum distance of 10 feet. A fire
hydrant will be installed approximately mid way, fulfilling the distance requirement for fire
hydrant spacing, as well as assisting in flushing of the main. A gate valve will be installed at the
connection point to the existing stub.
No water services will be connected to this main for the proposed Town Pump.
D. Capacity Analysis
A capacity analysis was performed on the proposed water main extension. The water main
extension has been designed to meet the maximum day demand plus fire flow during the peak
hour. The zoning for the 6-acre lot is Business (B2). The City's Design Standards does not
specifically reference water usage for a B2 site so we propose to use the Sanitary Sewer Design
Criteria for evaluating the water usage.
Based on Table V-1 of the City's design standards it is estimated a B2 lot will produce 2,000 gpd
of wastewater flow. Based on this value, the 6.0 acre development, at full build out, will have an
estimated water usage of 12,000 gal/day, or an average daily demand of 25 gpm, based on an 8-
hour day.
In addition to the average daily demand, the water main extension must account for peak periods
of daily use. Peaking factors are applied to the demand and account for these peak periods in
daily use. The peaking factors used are maximum daily use and peak hour and are obtained from
the City of Bozeman Design Standards. Table 1 shows the peaking factors and the resultant
flows from those factors applied to the average daily demand of 25 gpm.
TABLE 1
PEAKING FACTORS
Flow Designation Peaking Factor Flow m
Average Day Demand 1 25
Maximum Day Demand 2.3 57.5
Maximum Hour Demand 3 75
The required fire flow for a Type V-B structure is 2,500 gpm. A Hazen-Williams "C" Factor of
130 was used in the pipe evaluation. The working residual water pressure shall not be less than
20 psi at any point in the water distribution system under maximum day plus fire flow. The
velocity shall not exceed 15 feet per second through the main line.
LOT I-Water Design Report
Page 2 of 3
Results
Based on a fire flow demand of 2,500 gpm and a maximum hour demand of 75 gpm a maximum
hour flow of 2,575 gpm is required. However, Section B105 of the 2009 IFC allows for a 75%
reduction in fire flow when the building is provided with an automatic sprinkler system, which
this building is. Based on the allowed reduction, the required fire flow is 625 gpm, and with the
maximum hour demand of 75 gpm a maximum hour flow of 700 gpm is required. Flow analysis
of an 8-inch D.I. pipe with a C value of 130 can provide the required 700 gpm with a pressure
drop of approximately 0.7 psi from 115 psi to 114.3 psi, well above the minimum of 20 psi. The
pipe velocity is 4.47 Vs. Capacity analysis calculations outlining the capacity of the proposed fl-
inch pipe are included in the appendix of this report.
TABLE 2
ANTICIPATED FLOWS
Flow Designation Flow m Fire Flow Flow m
Maximum Day 57.5 625 682.5
Maximum Hour 75 625 700
E. Conclusion
Based on this analysis, the proposed 8-inch water main extensions for the development of Lot 1 A
of Minor Subdivision 454A provides adequate service to meet the peak hour demand and fire
flows for the development.
This project will require the approval of the City Engineer and MDEQ.
CC
�I
LOT I—Water Design Report
Page 3 of 3
Appendix
Lot IA Minor Subdivsion 454A
Hydrant Discharge Calculation:
2.5 inch port, during test
Prepared by Madison Engineering
Static Pressure: 115 psi
Pitot Pressure: 80 psi
Residual pressure: 110 psi
Qt= 167(p).5
Qt= 1,494 gpm
p=pitot pressure
Qt=calculated flow during test
Fire flow information provided by City of Bozeman
Lot IA Minor Subdivsion 454A
Distribution Main Capacity
Fire flow at minimum residual pressure
Prepared by Madison Engineering
Qr= Qt(Ps—Pr/Ps—Pt)o.sa
Qr= 1494 ( 115 - 20)/( 115 _ 80 )0.54
Qr= 2,562 gpm
Static Pressure: 115 psi
Pitot Pressure: 80 psi
Residual pressure: 110 psi
Hydrant Discharge During Test: 1494 gpm
Qr= Fire Flow at Residual Pressure
Qt= Hydrant Discharge During Test
PS= Static Pressure
Pr = Minimum Residual Pressure
Pt= Pitot Pressure
Page 1 Distribution Main Capacity
Town Pump #8
Project Description
Friction Method Hazen-Williams Formula
Solve For Pressure at 2
Input Data
Pressure 1 115.00 psi
Elevation 1 4800.00 ft
Elevation 2 4800.00 ft
Length 172.00 ft
Roughness Coefficient 130.000
Diameter 8 in
Discharge 700 gal/min
Results
Pressure 2 114.30 psi
Headloss 1.62 ft
Energy Grade 1 5065.57 ft
Energy Grade 2 5063.94 ft
Hydraulic Grade 1 5065.26 ft
Hydraulic Grade 2 5063.63 ft
Flow Area 0.35 ft2
Wetted Perimeter 2.09 ft
Velocity 4.47 ft/s
Velocity Head 0.31 ft
Friction Slope 0.00944 ft/ft
Bentley Systems,Inc. Haestad Methods Sd %X4d iMaster V8i(SELECTseries 1) 108.11.01.03]
1/14/2014 9:00:15 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 1 of 1
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PROPOSED TOWN
�I PUMP DRIVEWAY /
POTHOLE AND VERIFY EXISTING s �' ( PROPOSED 4" PVC
WATER MAIN DEPTH AND II I41,
PROPOSED(FIRE HYDRANT , SANITARY SEWER SERVICE a
LOCATION PRIOR TO ;I I BURY LINE: 4843.63 �
CONSTRUCTION. NOTIFY i 46.7' 0 8.5'BURY DEPTH y e oy /// SEE SHT C3.1 S
PROPOSED 6" D.I. 0
ENGINEER BEFORE PROCEEDING. s - + HYDRANT LEAD
1� EXT'G EDGE OF ;,^- ( I b c PROPOSED CURB
' 1 'PAVEMENT I I _ _ _ /_ ( _ _STOP AND BOX
WATER
D.I. �`-
WATER MAIN L I.. I c In I _ — -
-1 = 0+00 - -_0+sO t+oo y" y� 1+50 1+77 I o
W - 1 }—W W --I--W W
STA 0+00.00- ^ + I+I PROPOSED WATER
-- nM— r:.+— CUT EXT'G WATER MAIN TO SAWCUT, REMOVE 21.7 STA 0+76.34, 78.54' L7 / I IMAM BLOW-OFF d
INSTALL j6' GATE VALVE (W) AND REPLACE EXT'G INSTALL 12"x6" TEE by 5 �i Z
AS NECESSARY PAVEMENT I I TAPPED BLIND FLANGE,
o I / FLANGED END ADAPTOR
S A S — S s S� S & CORP. STOP
• �'� "T _ _ "
EXT'G B" SANITARY / o _I PROPOSED 12` WATER suo<sa
SEWER MAIN \ PRDPOSED 8` SEWER
14 X i MAIN EXTENSION
MAIN EXTENSION
EASEMENT
L� I
PROPOSED CURB I I DRAWN BY:BL8
IREVIEWED BY:CGB
RB EXT'G BAWIRE FENCE ' INSTALL JOINT RESTRAINTS ON
j I TO BE REMOVED o PROPOSED GUTTER ALL JOINTS WITHIN 2e OFa PROJECT ENGINEER:CGB
I I �{ �� o f�� FITTINGS. INSTALL POLYWRAP IF
I I EXT'G OVERHEAD POWER REO (RED 8Y CITY. DESIGNED BY:BLB
PROPOSED
�! EXT'G GAS II 9 OVERHEAD POWER I I
SCA1,13
D 10 20 +0
Jf,j✓ I II
PROPOSED CURB & Ii
+ GUTTER RAISED MEDAIN
1-20 V4
� O
a
NVATER MAIN PLAN
HORZ. SCALE: 1" 20' ('"a
F"
4846 I - j 4846
TOP BACK PROPOSED O
EXISTING BLOW-OFF _ OF CURB VALVE BOX
4844 ASSEMBLY TO BE REMOVED 4844
_ _ _ W
AND DISPOSED_ — _ _ _ _ — — -PROPOSE E-+
4842 I'\ 1 I CURB BOX B' MIN 4842 T
ii PROPOSED -
4840 STORM DRAIN 4840
ii 6.5' MIN PROPOSED 2"
STA. 1+6&56 COPPER SERVICE
4838 i COVER - PROPOSED LINE 4838
PROPOSED 12" CL 51 DI CURB STOP L=10', 5=0.o%
4836 .... WATER MAIN, 167 LF INV. 4835.22 4836
-0.55%
4834 T a.o�
o� o
STA. 1+66.57 .... .I 4834- w
SA 0+0000 STA. 0+76.34 (LT) INSTALL TAPPED BLIND STA. 1+76.66 ��,( �
REMOVE EXT'G BLOW-OFF ASSEMBLY, PROPOSED 12"X6" TEE FLANGE, FLANGED END INSTALL WATER
4832 W�'XE 1M DI INSTALL 12" GATE VALVE(MJxMJ), 6" D.I. HYDRANT LEAD ADAPTOR & CORP STOP . MAIN BLOW-OFF 4832
POTHOLE AND VERIFY EXISTING WATER MAIN INV. 4835.22 INV. 4835.22 �t
AND BEGIN NEW 12" WATER MAIN INV. 4834.80 U
WATER MAIN DEPTH AND h
INV. 4835.02 (ASSUMED)
LOCATION PRIOR TO 4830 STA. 1+34.55 STA. 1+39.37 4830
CONSTRUCTION. NOTIFY 4" S.S. SERVICE A 4" S.S. SERVICE B
ENGINEER BEFORE PROCEEDING. INV. 4830.09 INV. 4830.61
4828 - 4828 �1
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O N
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0+00 1+00 2+00 2+25 U p
� � G
RATER MAIN PROFILE
HORZ. SCALE: 1" = 20'
m
VERT, SCALE: 1` 4'
SHEET
C4"0
7'0XVN PUMP
WATER MAIN
PROJECT:12-137
DATE:12.12.13
Wastewater
TOWN PUMP#8
LOT 1A OF MINOR SUBDIVISION 454A
WASTEWATER SYSTEM DESIGN REPORT
A. General
This report will give an overview of the proposed wastewater collection system for the proposed
development of the Lot IA of Minor Subdivision 454A on Cottonwood Road off of Huffine
Lane in Bozeman. The zoning for the 6 acre area lot served by the sewer main extension is B2,
Community Business District. The proposed improvements are anticipated to be constructed
during the summer of 2014.
Included in this report is a description of the proposed wastewater collection system and design
parameters. Once the wastewater system is constructed and approved, the system will become a
part of the City of Bozeman system.
The following references were used in the wastewater facilities design and capacity analysis:
a. COB Design Standards and Specifications Policy,2004. Addendum#4
b. COB Modifications to Montana Public Works Standard Specifications (MPWSS).
c. City adopted MPWSS and Adopted Addenda
d. COB Wastewater Facility Plan, 2007
e. WQB Circular No. 2
f. City of Bozeman Zoning Map
The procedures and parameters outlined in the COB Design Standards and Specifications Guide
were used in the design of the sewer infrastructure for the proposed development.
B. Capacity Analysis
The effluent generated from the proposed development will flow west into an existing City of
Bozeman sanitary sewer main located in Cottonwood Road. An 8-inch sewer stub has been
provided to serve the lot.
The proposed sewer main has been sized to flow at no more than 75-percent of full capacity at
peak hour conditions of full build out. An infiltration rate of 150 gallons/acre/day was added to
the design peak flow. A Manning coefficient of 0.013 was used for PVC pipe.
Table V-1 of the City of Bozeman's Design Standards recommends wastewater flows based on
zoning. The B2 zoning estimates 2,000 gallons per day per acre.
The average daily flow based on the estimated wastewater flows is:
2,000 gpd x 6 acres= 12,000 gpd
A peaking factor was calculated based on the following formula:
LOT I A—Wastewater Design Report
Page I of 2
Qmax i Qave= (18 +P0'5)/(4+ P0.5) (P=Population/thousands)
Based on the equivalent population, a peaking factor of 4.21 was calculated. The calculated
peaking factor is included in the appendix of this report. The peak flow rate anticipated from the
development based on an average daily flow of 12,000 gallons with an infiltration rate of 150
gal/acre/day using 89-gallons per capita per day is:
Peak Flow Rate = (12,000 gpd x 4.21) + 900 gpd = 51,420 gpd
= 107 gpm (based on an 8 hour day)
= 0.24 cfs
The sewer main size for the development will be an 8-inch, based on minimum required pipe
size and slope. An 8-inch PVC sewer main at 0.4% slope has a capacity of 0.70 cfs at 1/4 pipe
depth which has adequate capacity for the proposed peak flow of 0.24 cfs effluent generated
from the 6-acre site. Calculations are provided in the appendix of this report.
C. Proposed Collection System
PVC pipe meeting COB specifications will be used for all the sewer mains. The sewer main will
be 8-inch diameter with a maximum manhole spacing of 400 feet and a manhole barrel size of
48-inches. Manholes will be constructed according to COB specifications. All sewer services
will be 4-inch PVC installed at 2% minimum grade. Sewer services will connect into the main
with in-line gasketed wyes. A 4-inch sewer service with a grade of 2.0% can convey
approximately 60 gpm at 50% capacity.
A plan and profile of the proposed sewer main extension is shown in the appendix of this report.
The sewer main will be located within a 30-foot wide utility easement and located a minimum of
10-feet from the proposed public water main.
D. Downstream Capacity Analysis
A capacity letter has been received from the City of Bozeman indicating capacity in the existing
system. A copy is included in the appendix of this report.
E. Conclusion
As outlined above, the 8-inch sanitary sewer main serving Lot IA of Minor Subdivision 454A,
has the capacity for the effluent generated from the 6 acre tract.
This project will require the approval of the City Engineer and MDEQ.
LOT IA—Wastewater Design Report
Page 2 of 2
Appendix
Sewer Main Extension
Lot lA of Minor Subdivision 454A
Peaking Factor for B2 Zoned Land
Wastewater Daily Flow Rate= 2,000 gpd/acre
Acres= 6 acres
Total Wastewater Flow Rate= 12,000 gpd
Residential Usage per person= 89 gpd
Equivalent Residents= 135
Q(n,ax) = 1 g +P o.so P=Population/thousands
Q(ave)
4 +P 0.50
Peaking Factor = 4.21
Peaking Factor for B2 Zoned Land
®�130 THE CITY OF BOZEMAN
20 E. OLIVE P.O. BOX 1230
* BOZEMAN, MONTANA 59771-1 230
- ENGINEERING DEPARTMENT
880�'� PHONE: (406) 582-2280 ® FAX: (406) 582-2263
CO.TX
January 15, 2014
Chris Budeski P.E.
Madison Engineering
895 Technology Blvd, Ste 203
Bozeman, MT 59718
RE: Town Pump - Water and Sewer Main extension capacity
Dear Chris:
The City of Bozeman is currently reviewing the sewer and water extension plans and specifications
for the above referenced project.
Adequate capacity exists in the City's sewer collection system, and adequate pressure and
capacity exist in the City's water distribution system to provide service for the property served
by the proposed extension.
In accordance with our policy, City of Bozeman final approval will not be given until the project
plans have successfully completed the City's review process and written approval for the project is
received from the Montana Department of Environmental Quality, Water Quality Bureau.
Please contact me if you have any questions.
Sincerely,
Dustin iJohns n, P.E.
Project Engineer
cc: John Alston, Water/Sewer Superintendent
Department of Environmental Quality
ERF
Project File
HOME OF MONTANA STATE UNIVERSITY
GATEWAY TO YELLOWSTONE PARK
8-inch PVC Pipe Capacity
Project Description
Friction Method Manning Formula
Solve For Discharge
Input"Data
Roughness Coefficient 0.013
Channel Slope 0.40 %
Normal Depth 6 in
Diameter 8 in
Results
Discharge 0.70 ft'/s
Flow Area 0.28 ft'
Wetted Perimeter 1.40 ft
Hydraulic Radius 2 in
Top Width 0.58 It
Critical Depth 0.39 ft
Percent Full 76.0 %
Critical Slope 0.00773 ft/ft
Velocity 2.48 f/s
Velocity Head 0.10 ft
Specific Energy 0.60 ft
Froude Number 0.63
Maximum Discharge 0.82 tt'/s
Discharge Full 0.76 ft'/s
Slope Full 0.00333 ft/ft
Flow Type SubCritical
GUI=Ir►put,Data
Downstream Depth 0 in
Length 0.00 ft
Number Of Steps 0
G1%F Outpuf Data;
Upstream Depth 0 in
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 75.00 %
Downstream Velocity Infinity ft/s
Bentley Systems,Inc. Haestad Methods SdbeWilelPilikh faster V81(SELECTseries 1) [08.11.01.03]
1/16/2014 8:28:10 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-765-1666 Page 1 of 2
8-inch PVC Pipe Capacity
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 6 in
Critical Depth 0.39 ft
Channel Slope 0.40 %
Critical Slope 0.00773 ft/ft
Bentley Systems,Inc. Haestad Methods SdbetiNa)PRO lAaster V8i(SELECTseries 1) [08.11.01.03)
1116/2014 8:28:10 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-765-1666 Page 2 of 2
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POTHOLE AND Vc"RIFY �- o
EXISTING SEWER MI,41N 4
' 6�1' I ,o I ( - vl
DEPTH AND LOCATION
PRIOR TO CONSTRUCTION.
NOTIFY ENgNEER TOR I I EXT`G EDGE OF -:,_,»,
,LPAVEMENT
TO CONSTRUCTIO EXTG 12 TT
WATER MAIN o I I I y yy yi
-_ g, „-. 1W =W lV Y =-l.W 5J W �_W W _ Y! y R'
PROPOSED 30' WIDE STA 1+60.26
- FM-FN STA 0+011 c 21.7' I UTILITY EASEMENT I // I 8" PVC SDR 35 SEWER Z-
EXT'G SSMH jJ36 \ I a yy yy STUBBED AND CAPPED - ..
0 16.9'EAST OF MANHOLE
RIM 4843.58 0+00 - II 1+00 I 1+50 S=0.4%
T 4 c 9 INV IN (E) 4828.19 _5 S I''� I S -t S n ,
NOTE:SEE EAN OUT\ICAL DETAILS INV OUT(W) 4827.99 -� � I � STA 1+43.36 � T
SHT M-0: CLEAN OUT e _ -- --- -
- - - PROPOSED MANHOLE #1
SHT M-I: GREASE INTERCEPTOR x - - RIM 4844.44 STA CONNECT
0 aiocsxl
REMOVE EXT'G CAP AND CONNECT � / � �� INV IN (E) 4828.75
TO EXT'G 8" SEWER STUB PROPOSED 8" SDR 35 STA 1+43.36 INV OUT(W) 4828.55
PVC SEWER MAIN PROPOSED 4" S.S.
INV 4826.2t (ASSUMED) II 134t LF -
--� I,� SERVICE A (LT) STA 1+43.36
FRAME AND COVER TO BE EITHER D&L A-1172 WITH 1" COVER, MCI 305 FRAME, ,I �I �I i p o SEE SHEET 3.1 . 8"PVC SDR 35 SEWER '
305A COVER, OR IFCO 772 FRAME, 772-B COVER, OR DEETER 1025. I ��. I STUBBED AND CAPPED
COVERS SHALL HAVE TWO i" PICK HOLES. 'I STA 14" S.S. Z5'SOUTH OF MANHOLE
DRAWN BY: 8L8
�7,-� I EXT'G BARBW7RE FENCE I PROPOSED 4" S.S. 5=1.0% REVIEWED BY:CGB
TO BE REMOVED SERVICE 8 (LT)
_ I x a ( PROPOSED CURB & SEE SHEET 3.1 PROJECT ENGINEER:CGB
ALL JOINTS BETWEEN MANHOLE SECTIONS, MANHOLE RING & o GUTTER DESIGNED BY:BL8
ADJUSTABLE RINGS �)I
FOR ALL JOINTS EXCEPT BETWEEN SEWER PIPE AND MANHOLE WALL.
<_ TOP SECTION, AND AROUND SEWER PIPE INTO MANHOLE SHALL BE I
2" MIN., 12" MAX. t EXT'G OVERHEAD POWER `I ( I
WATERTIGHT. JOINTING MATERIAL SHALL BE EXT'G OR EQUAL TO BE RELOCATED
N \ J/ PROPOSED
OVERHEAD POWER I I
EXT'G GAS -) a
I w
2'_0" 5"
5" PRECAST REINFORCED CONCRETE MANHOLE RISER
4'-0" AND ECCENTRIC CONE TOP MANUFACTURED IN PROPOSED CURB&
ACCORDANCE WITH ASTM DESIGNATION C-478. GUTTER RAISED MEDIAN m I I P,
MANHOLE III � I
STEPS AT PROPOSED STORM DRAIN �o (yj
16" CENTERS I' I ( i
GROUT INVERT TO SPRINGLINE
OF PIPE IF GAP BETWEEN SANITARY SEWER MAIN PLAN a EH
PIPE A CHANNEL 19 m HORZ. SCALE: 1" 20' v1 ,
GREATEE R THAN 1/8". m r
�n O1 r: ae m m
4'-0" PRE-CAST CHANNEL m ro x c6
(MIN.) FLOWLINE n m y
VARIABLE L, :2 p^ e N p^
SHELF-SLOPE 7"PER
12"MAX
A POURED- FOOTSEECT�AARED CHANNEL U m_ ±o m ZFOR m W
IN-PLACE BASES) x >> �z�>> Q r
FLEXIBLE GASKETED JOINT (TYPICAL N a a w"
FOR PRECAST BASES - SEE DETAIL) I
A
CH4 L- pPE 4846 FINISH ( 4846
P4
GROUND
GROUND GRADE I,
r� 4844, _. _. .. �.___. ___ ._ -. 4844
A PRECAST OR POURED-IN-PLACE BASE. --
�4 '-D" POURED-IN-PLACE BASE, MINIMUM
BARS - 1 Ui
CONCRETE THICKNESS BELOW PIPE IS 4842 I I 4842
5'-4" DIA. O.C. 8 INCHES. PRECAST BASE, MINIMUM STA. 0+34.42
THICKNESS IS 6 INCHES. ALL BASES : EXISTING GAS LINE
(MIN) REINFORCED AS SHOWN. 4840 INV. 4839.65 4840 FF-�--
(3' DEPTH ASSUMED) p
RADIUS OF 4636 I I 4838 W
SLOPE AT 1" PER FOOT. MANHOLE STA. 0+17.13
CHANNEL TO FULL PROPOSED STORM
PIPE DEPTH NOTE" 4836 - DRAIN CROSSING -- - - 4836
24-
STORM DRAIN MANHOLES SHALL NOT HAVE PROPOSED 8" PVC SDR 35 u;
FORMED CHANNELS AND THE LOWEST PIPE 4834 I - - - - SANITARY SEWER MAIN 4834
INVERT SHALL BE 9" HIGHER THAN BOTTOM OF 1 1 16.9 LF 0 0.40%
DIA. OF +� MANHOLE. I 1 STA, 0+12.05 PROPOSED 8' PVC4h/,
SEWER PIPE 4832 -I REMOVE EXT'G CAP. CONNECT -- SDR 35 SEWER STUB - 4832 Fa o
I TO EXT'G 8" SEWER STUB. AND CAP 7.5' SOUTH STA. 1+60.26 d
INV. 4828.2 (ASSUMED) OF MANHOLE, 5=1.0% PROPOSED 8" PVC SDR 35
4830 SEWER STUB AND CAP 4830 a
SECTION A-A 16.9' EAST OF MANHOLE p N o
- INV. 4829.02
DETAIL - 4828 - .____ _. __ - .. 4828 0 r"E'i p �
E«T POTHOLE AND VERIFY STA. 1+23.11 (LT) STA. 1+28.05 (LT)
C1,0 SANITARY 4., ER:�ZAj�Tj-jOLE EXISTING SEWER MAIN PROPOSED 8" PVC SDR 35
C.O.B. STO. DWG. NO. 02720-3 DEPTH AND LOCATION 4826 - =SANITARY SEWER MAINPROPOSED 4" PVC PROPOSED
4"PVC
SERVICE 8 4826 � � v SANITARY SEWER S
PRIOR TO CONSTRUCTION. 1343 LF®0.40% INV,SERVICE
452& A A SANITARY
4828.70
NOTIFY ENGINEER PRIOR 4824 4824
TO CONSTRUCTION -
Ul. MN M'M M:d Vu'l tfi tp '�-OI
V'.>
4 Z mim SHEET
C3.®
0+00 1+00 2+00 2+25
TOWN PUNIP
SANITARY SEWER MAIN PROFILE SEWER MAIN
HORZ. SCALE: 1" = 20'
VERT. SCALE: 1" 4' PROJECT:12-137
DATE:12,12.13