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IL I E Api4i I S CONSULTING
PlR
NGINEERING, INC DESIGN
204 NORTH 11thAVENUE,BOZEMAN,MT 59715 204 N 111"Ave. BOZEMAN,MT 59715 406-581-3319 www.g-a-i.net
Storm Water Management Design Report
Professional Drive Apartments Site Plan
766 & 776 Professional Drive
Lot 4 Minor Subdivision 328
Bozeman, Montana
February 2017
Prepared By:
Genesis Engineering, Inc.
GEI Project#: 1086.008
Prepared For:
College Station LLC
1871 South 22nd Avenue, Suite 1
Bozeman, MT 59718
204 N. 11'"Ave., Bozeman,MT 59715 Cell:(406)581-3319 www.q-e-i.net Page 1 of 7
Storm Water Management Design Report
Table ofContents
LProject Background.............................................................................................................. 3
l. Introduction..................................................................................................... ........................ 3
Z. Soil and Groundwater -------------.................................................... ............... 3
3. Land Use..................................................................................................... ............................... 3
N. Existing Conditions........................... ...................................................................................... 3
l. Drainage Basins and Peak Flows......... ................... .............................. 4
NL Proposed Drainage Plan and Post-Development Peak Flows........................................ 4
l. Major Drainage System................................................................................................ .......... 5
2. As-Built Storm Main .......................................................................................................... .... 5
3. Minor Drainage System ........................................................................................................ 6
4. Maintenance....... .............................................................................. ............................. ........ 7
IV. Conclusion................................................................................................................................ 7
List ofTables
Table I. Estimated Pre-Development Peak Flows................................................. ............___............... 4
TaNeZ. Estimated Capacity of Existing Drainage Conveyance Structures........_....... ..................... 4
Table 3. Estimated Post-Development Peak Flows........................ ....................................................... 5
Table 4. Proposed Storm Detention Pond------------. -------------------- 5
Table 5. Proposed Drainage Conveyance Structures Capacities...................................... ....................5
Appendix A--Exhibitsand Calculations
Grading and Drainage Exhibits
Pre/Post Development Drainage Basin Flows
Conveyance Structure Modeling
List of References
City of Bozeman Design Standards and Specifications Policy, March 2004,and all addenda.
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I. Project Background
Introduction
The Professional Drive Apartment Site
consists of two separate,3-story, 12-unit, IVIT
'
apartment buildings, 766&776 Professional {
Drive, located in Lot 4,of Minor Subdivision
328. The existing lot covers approximately ,
0.95 acres in Section 11,T2S, RSE, PMM in
Bozeman, Montana. The property lies 1
immediately north of West College Street
and approximately 0.25 miles east of Huffine
Lane.
This design report outlines the storm water � � ��
analysis conducted for the site and describes � � F
the storm water drainage and management
facilities required for the Site by state and k � R
local regulations. The storm water plan
follows the design standards set forth by the
City of Bozeman in Design Standards and .-
Specifications Policy, March 2004 and three
subsequent addenda.
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Soil and Groundwater
The NRCS Soil Survey identifies the major soil
type on the site to be Turner Loam(457A).
This soil belongs to hydrologic soil group B as
it is comprised primarily of loam with
moderately high saturated hydraulic Figure I: Vicinity map with Offsite Basin A.
conductivity.
A geotechnical investigation is being completed by a geotechnical engineer,and groundwater is expected to be
greater than 72 inches deep. The presence of groundwater will not likely affect construction methods.
However, based on this information any proposed ponds should likely have dry,vegetated pond bottoms.
Land Use
The pre-development land use on the site was a vacant lot. The land is currently zoned R-0 and the proposed
use is for residential apartments.
11. Existing Conditions
The Project Site lies immediately north of W.College Street and approximately 0.25 miles east of Huff ine Lane.
There are no drainages in the near vicinity of the proposed project. The project's land slopes generally to the
north at a grade of approximately 1.6%. The existing high point of the property is located on the south
boundary line with the low point being on the northern boundary. The existing topographic features suggest a
natural berm exists on the eastern boundary line keeping runoff from small storms from crossing the property
204 N. 11'h Ave., Bozeman,MT 59715 Cell:(406)581-3319 www.o-e-i.net Page 3 of 7
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line. The existing topography of the overall site conveys runoff to Huffine Lane where it then runs northeast to
join East Catron Creek.
Drainage Basins and Pre-development Peak Flows
Genesis identified the major contributing drainage basin from lands offsite and other onsite drainage basins as
shown on exhibit GD1 found in Appendix A. The OS-A drainage basin stretches from the outfall on the subject
property's north line for approximately 7,000 feet to the south, ending in the vicinity of Stucky Road.
Estimates of runoff and their respective calculations for the more local existing drainage basins were
completed using the Modified Rational Method. Our offsite basin model uses a pre-development runoff
coefficient of C=0.20 which does not necessarily represent the typical ground cover we see today. The local
basin also use a pre-development runoff coefficient of C=0.20.
Genesis looked at storm return intervals such as the 10-year, 25-year and 100-yr during the analysis of the
existing storm water conveyance structures in or near the site. A summary of estimated pre-development
peak runoff rates as well as existing drainage conveyance structure capacities can be found in Tables 1 and 2.
Detailed calculations are available in Appendix A.
Table 1. Estimated Pre-Development Peak Flows(see GD-1)
Sub Area Description Area Tc Q10 Q25 Q100
(acres) (min) (cfs) (cfs) (cfs)
OS-A Offsite Basin 41.4 70 4.8 5.9 7.5
A Onsite Basin 1.0 10 0A 0.5 0.7
Table 2. Existing Drainage Conveyance Structure Capacities
Description Depth Slope Contrib. Q25pre Struct.Cap. Passes
(ft) N Areas (cfs) (cfs) 25-YR
StreetFlow—Professional 0.35 1.9 OS-A 5.9 85.8 Y
Drive
Existing Storm Inlet 0.5 SUMP %of 3.0 5.0 Y
@ North End of Professional Drive. OS-A
Existing Storm Inlet 0.5 SUMP %of 3.0 5.0 Y
@ North End of Professional Drive. OS-A
III. Proposed Drainage Plan and Estimated Post-Development Peak Flows
The proposed drainage plan shall build off of the existing or natural drainage system in place. Genesis'
drainage plan really consists of two separate drainage systems. First,the major drainage system or backbone
is designed to have a much higher conveyance capacity and shall convey the excess runoff from the 100-year
storm without inundating any building structures. Secondly,the minor drainage system fits within the major
drainage system and feeds into it. The minor drainage system(s)are designed to accommodate moderate and
relatively frequent storm events without inconveniencing the public, The minor system is comprised of the
streets, inlets,and swales designed to convey runoff from the 25-year event,and the detention pond designed
to attenuate the 10-year storm event. Table 3 presents a summary of the expected post-development peak
flow rates passing through the proposed project.
204 N. 111"Ave.,Bozeman,MT 59715 Cell:(406)581-3319 www.q-e-i.net Page 4 of 7
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Table 3. Estimated Post-Development Peak Flows(see GD-1)
Sub Area Description Area C Tc Q30 Q25 Q100
(acres) (min) (cfs) (cfs) (cfs)
OS-A Offsite Basin-SCS TR-20 41.4 0.35 70 8.4 10.2 13.2
A Onsite Rational 1.0 0.60 10 1.3 1.5 2.0
Major Drainage System
The major drainage system in the area is comprised of Catron Stream to the east of the subject parcel and the
north-south street: Professional Drive.Catron Stream is far enough east that it appears to have no significant
impact on the subject parcel. Professional Drive has adequate street conveyance capacity to convey the 100-
yr event through the subdivision without inundating the first floor of the proposed structures. It is noted that
the first floor elevations are greater than 1.0 foot above the curb and gutter at the center of each proposed
building on Professional Drive. Based on the proposed first floor elevations and slope of the existing street to
the north,we do not anticipate the structures being inundated by storm events up to and including the 100-yr
event.
Minor Drainage System
The proposed minor drainage system for the Professional Drive Apartments includes two interior parking lots
with sheet flow directed into the curb outlets located at the northeast corner of each of the proposed parking
lots. A single Swale, beginning at the south property boundary, conveys runoff to the north into the proposed
stormwater detention pond. The detention pond is sized to retain the 10-year storm flows as required.The
outfall of the proposed detention pond is into the east curb and gutter of Professional Drive through a City of
Bozeman standard sidewalk chase. Once the 25-year event leaves the site,it will flow down Professional Drive
and be collected by existing storm inlets on the north end of Professional Drive.
The catch curb and gutter of each of the parking lots will convey an estimated 4.5 cfs before inundating the
adjacent sidewalk which is many times greater than the 100-year flow rate contributed by impervious area on
site-half of Basin A. The proposed Swale conveying runoff to the detention pond has a capacity of 10-12 cfs
which is many times greater than the runoff contributed by the site's local Basin A during the 25-Yr Storm.The
pipe in the middle of the Swale is a 15"A-2000 pipe that conveys the runoff from half of Basin A,has a capacity
of 7.3 cfs,which is many times greater than the 100-year storm.The proposed storm pond with all intended
areas contributing,and using a future developed ground cover condition of 0.6.
Table 4. Detention Pond Volume(See GD-2)
Pond Type Depth Contributing Q10 PST Req.Vol. Avail.Vol. Retains
Subarea (cfs) (cft) (cft) Design Storm
1 Detention NE Corner A 1.3 475 700 Y
Table S. Proposed Drainage Conveyance Structure Capacities(See GD-2)
Description Contributing Depth Slope Q10PST Q25PST Q10OPST Qcap Passes
Subareas (ft) N (cfs) (cfs) (cft) (cfs) Design Storm
Street Flow-Professional Drive OS-A 0.3 2.0 9.7 11.7 15.2 85.8 Y
&A
Site-Catch Curb and Gutter Y.of A 0.3 0.5 0.6 0.8 1.0 4.5 Y
Site-Swale A 1.0 0.8 1.3 1.5 2.0 10-12 Y
Swale Pipe '/:of A 1.0 0.6 0.6 0.8 1.0 7.3 Y
204 N. 11`"Ave.,Bozeman,MT 59715 Cell:(406)581-3319 www.q-e-i.net Page 5 of 7
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Maintenance
Regular maintenance of storm water facilities is necessary for proper functioning of the drainage system. In
general, regular mowing of any grass swales and storage ponds and unclogging of inlets and outlet works will
be required to prevent standing water,clogging,and the growth of weeds and wetland plants. More
substantial maintenance,such as sediment removal with heavy equipment, may be required in coming
decades to restore detention pond volume.
All maintenance and repair should be prioritized and scheduled in advance. Inlets&pipes should be visually
inspected yearly. Typical maintenance items include removing obstructions,cleaning and flushing pipes,
mowing grass and weeds,tree maintenance to prevent limbs from falling and blocking swales,and establishing
groundcover on bare ground.
IV. Conclusion
Storm water analysis and calculations indicate that the proposed storm water management plan for the
proposed site plan is adequate to safely convey the 10-year, 25-year, and 100-year storm events while
satisfying state and local regulations for peak attenuation and stormwater storage. No hazardous backwater
affects from downstream structures have been observed to affect the proposed site plan. The project as
planned and described within this report will not have any significant adverse effects on any neighboring
properties. Furthermore,the proposed first floor elevation for the proposed structure is above the estimated
100-yr Base flood Elevation as estimated by Genesis Engineering.
H:\1086\008\DOCS\DESIGN\Storm\Report\StormwaterDR-working example.doc
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Appendix A
Exhibits & Calculations
204 N. 11"Ave.,Bozeman,MT 59715 Cell:(406)581-3319 www.q-e-i.net Page 7 of 7
350'TO EAST
CATRON STREAM /
x x � / x — 0e x - y x x x x — x _ ) BASIN A
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VERIFY SCALE REVISIONS DRAWN BY:JAH PROJECT NUMBER
THESE PRINTS MAY BE NO. DESCRIPTION DATE BY CHK'D.BY:JRM PROFESSIONAL DRIVE APARTMENTS 10B6.008
REDUCED.LINE BELOW SHEET NUMBER
MEASURES ONE INCH ON
ORIGINAL DRAWING. _ Erlgir wring APPR.BY:JRM BOZEMAN MT
NESISLDnsWling 204 N.1111 Ave.
Design Bozeman,MT 59715 DATE:02/20I2017 DRAWING NUMBER
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Phone;(406)581-3319 O.A.REVIEW GD-1
v: BASIN DEFINITION
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NOTES:
1. SPOT ELEVATIONS SHOWN ARE 48XX.XX'
2. CATCH CURB:TBC=FLAG+0.38'
3. FSW=FRONT OF SIDEWALK
4. BSW=BACK OF SIDEWALK I
5. SIDEWALK IS 0.5'ABOVE ADJACENT ASPHALT
6. SPILL CURB:TBC=FLAG+0.55'
7. LAYDOWN CURB:TBC=FLAG INSTALL 15"A-2000 PIPE,L=45' I I
8. ALL CURB TO BE PER CURB&GUTTER DETAIL,SHEET C-3 PROPOSED STORMWATER INV INA810.00' /
9. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ASSURE DETENTION POND INV OUT: -1'
BOT ELEV=4809.25' (TO BE EMBEDDEEDD 4') EXISTING BARBED PROPOSED SWALE i lb1
WIRE FENCE $,.o=1.0%WHEELCHAIR ACCESSIBLE
MEET DA REQUIREMENTS.RAMPS AND SIDEWALKS AVAILgBLE VOLUME=700 CFT SEE DETAIL SHEET C-3
10.TBC=TOP BACK CURB, BSW=BACK SIDEWALK REQUIRED VOLUME=475 CFT i \
11.CONTRACTOR TO ASSURE LESS THAN 2%SLOPE IN GRAPHICAL PROPERTY ___
WHEELCHAIR ACCESSIBLE PARKING STALLS. ` -- —`— - TRI. CURB CUTo -
12. CONTRACTOR TO ASSURE POSITIVE DRAINAGE 2'CURB CUT
AWAY FROM THE BUILDING. -jl — — �ac� - — _ - — ,! - 00
13.ALL STORM STRUCTURES SHALL MEET COB — -
y
SECTION 02720 STANDARDS. 5 1
09. -
TBC
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TBC
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RETAINING WALL 11.0' 1353 L
BSWTBC 13.56'
11.40' 11.02' TB 1.5%PER DETAIL SHEET C-3 5 t 134C6BSW
1 12' ASSURE2,0 MAX 1400'
BSW
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SEE CROSS SEyTION A-A ` 766 PROFESSIONAL DRIVE 11.16 "' T It
PROPOSED BUILDING zx \ I \� O
I HEET C-3 j ` PROPOSED BUILDING BSW y'S 11h1 " / FFE=4814.00' NVS�' I,
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/ STROCTURE I.E.=4809.26
TOP STRUCTURE=4809.75
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PER DETAIL SHEET C-3 \
\ INV AT FLOW LINE OF CURB=4808JV \ \ \
-- - - - - - - - - -- - - - - - - _ - \ \ \ I
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VERIFY SCALE REVISIONS i- DRAWN BY.JAH PROJECT NUMBER
-ESE W--E NO. DESCRIPTION DATE BY CHCO.BY:JRM PROFESSIONAL DRIVE APARTMENTS 10e6.666
REDUCED.UNEBaL
ME URESONEIWHON SITE PLAN SUBMITTAL
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Desiyn Bozeman,MT 59715 DATE:02/2017
DRAWING NUMBER
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GRADING&DRAINAGE PLAN
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GEI#: 1086.008
DATE: 2/10/2017
ENGINEER: Chris Wasia
BASIN A- 10yr
MODIFIED RATIONAL METHOD NGINEERING, INC
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PRE-DEVELOPMENT
RAINFALL FREQ= 10 YR(DURATION=1) 1=A" (Tc/60).g (CITY OF BOZEMAN)
BASIN AREA PRE= 1 AC STORM EVENT STORM i COEFF INTENSITY
YR A _ B IN HR
PRE-DEV Tc= 10.0 MIN 2 0.36 0.6 1.05
5 0.52 0.64 1.64
PRE-DEV C= 0.20 10 0.64 0.66 2.09
25 0.78 0.64 2.46
STORM A= 0.64 50 0.92 0.66 3.00
B= 0.66 100 1.01 0.67 3.35
STORM INTENSITY= 2.09 IN/HR
PRE-DEV Qp= 0.42 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 1 AC
POST-DEV Tc= 10.0 MIN
POST-DEV C= 0.6
STORM INTENSITY= 2.09 IN/HR
POST-DEV Qp= 1.25 CFS
H:\1086\008\DOGS\DESIGN\Storm\Basin A-10yr 1 OF 1 PRINTED: 2/20/2017
GEI#: 1086.008
DATE: 2/10/2017
ENGINEER: Chris Wasia
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PRE—DEVELOPMENT
RAINFALL FREQ= 25 YR(DURATION=1) i=A*(Tc/60) ° (CITY OF BOZEMAN)
BASIN AREA PRE= 1 AC STORM EVENT STORM i COEFF INTENSITY
YR A B IN HR
PRE-DEV Tc= 10.0 MIN 2 0.36 0.6 1.05
5 0.52 0.64 1.64
PRE-DEV C= 0.20 10 0.64 0.66 2.09
25 0.78 0.64 2.46
STORM A= 0.78 50 0.92 0.66 3.00
B= 0.64 100 1.01 0.67 3.35
STORM INTENSITY= 2.46 IN/HR
PRE-DEV Qp= 0.49 CFS
POST—DEVELOPMENT
BASIN AREA PRE= 1 AC
POST-DEVTc= 10.0 MIN
POST-DEV C= 0.6
STORM INTENSITY= 2.46 IN/HR
POST-DEV Qp= 1.47 CFS
H:\1086\008\DOCS\DESIGN\Storm\Basin A-25yr 1 OF 1 PRINTED: 2/20/2017
GEI#: 1086.008
DATE: 2/10/2017
ENGINEER: Chris Wasia �
BASIN A- 100yr
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MODIFIED RATIONAL METHOD . NGINEE I Gt INC
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PRE-DEVELOPMENT
RAINFALL FREQ= 100 YR(DURATION=1) i=A*(Tc/60)_B (CITY OF BOZEMAN)
BASIN AREA PRE= 1 AC STORM EVENT STORM i COEFF _INTENSITY
YR A_ B (IN HR
PRE-DEVTc= 10.0 MIN 2 0.36 0.6 1.05
5 0.52 0.64 1.64
PRE-DEV C= 0.20 10 0.64 0.66 2.09
25 0.78 0.64 2.46
STORM A= 1.01 50 0.92 0.66 3.00
B= 0.67 100 1.01 0.67 3.35
STORM INTENSITY= 3.35 IN/HR
PRE-DEV Qp= 0.67 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 1 AC
POST-DEVTc= 10.0 MIN
POST-DEV C= 0.6
STORM INTENSITY= 3.35 IN/HR
POST-DEV Qp= 2.01 CFS
H:\1086\008\DOGS\DESIGN\Storm\Basin A-100yr 1 OF 1 PRINTED: 2/20/2017
GEI#: 1086.008
DATE: 2/10/2017
ENGINEER: Chris Wasia
BASIN OS-A - 10yr NESIS
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RAINFALL FREQ= 10 YR(DURATION=1) i=A*(Tc/60).a (CITY OF BOZEMAN)
BASIN AREA PRE= 41.4 AC STORM EVENT STORM i COEFF INTENSITY
YR A B IN HR
PRE-DEVTc= 70.0 MIN 2 0.36 0.6 0.33
5 0.52 0.64 0.47
PRE-DEV C= 0.20 10 0.64 0.66 0.58
25 0.78 0.64 0.71
STORM A= 0.64 50 0.92 0.66 0.83
B= 0.66 100 1.01 0.67 0.91
STORM INTENSITY= 0.58 IN/HR
PRE-DEV Qp= 4.79 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 41.4 AC
POST-DEV Tc= 70.0 MIN
POST-DEV C= 0.35
STORM INTENSITY= 0.58 IN/HR
POST-DEV Qp= 8.38 CFS
H:\1086\008\DOGS\DESIGN\Storm\Basin OSA-10yr 1 OF 1 PRINTED: 2/20/2017
GEI#: 1086.008
DATE: 2/10/2017
ENGINEER: Chris Wasia
BASIN OS-A- 25yr
NESIS
MODIFIED RATIONAL METHOD NGINEERING, INC
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PRE-DEVELOPMENT
RAINFALL FREQ= 25 YR(DURATION=1) i=A*(Tc/60)-B (CITY OF BOZEMAN)
BASIN AREA PRE= 41.4 AC STORM EVENT STORM 1 COEFF I INTENSITY
YR A B IN HR
PRE-DEVTc= 70.0 MIN 2 0.36 0.6 0.33
5 0.52 0.64 0.47
PRE-DEV C= 0.20 10 0.64 0.66 0.58
25 0.78 0.64 0.71
STORM A= 0.78 50 0.92 0.66 0.83
B= 0.64 1 100 1.01 0.67 0.91
STORM INTENSITY= 0.71 IN/HR
PRE-DEV Qp= 5.85 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 41.4 AC
POST-DEVTc= 70.0 MIN
POST-DEV C= 0.35
STORM INTENSITY= 0.71 IN/HR
POST-DEV Qp= 10.24 CFS
H:\1086\008\DOGS\DESIGN\Storm\Basin OSA-25yr 1 OF 1 PRINTED: 2/20/2017
GEI#: 1086.008
DATE: 2/10/2017
ENGINEER: Chris Wasia
BASIN OS-A - 100yr �
MODIFIED RATIONAL METHOD NGINEERING; INC
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2 0;P7 . [1(td ..v.kIAT 9 :..> <. F
PRE-DEVELOPMENT
RAINFALL FREQ= 100 YR(DURATION=1) 1=A*(Tc/60)_B (CITY OF BOZEMAN)
BASIN AREA PRE= 41.4 AC STORM EVENT STORM i COEFF INTENSITY
(YR) A B (IN/HR
PRE-DEV Tc= 70.0 MIN 2 0.36 0.6 0.33
5 0.52 0.64 0.47
PRE-DEV C= 0.20 10 0.64 0.66 0.58
25 0.78 0.64 0.71
STORM A= 1.01 50 0.92 0.66 0.83
B= 0.67 100 1.01 0.67 0.91
STORM INTENSITY= 0.91 IN/HR
PRE-DEV Qp= 7.54 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 41.4 AC
POST-DEVTc= 70.0 MIN
POST-DEV C= 0.35
STORM INTENSITY= 0.91 IN/HR
POST-DEV Qp= 13.20 CFS
H:\1086\008\DOGS\DESIGN\Storm\Basin OSA-100yr 1 OF 1 PRINTED: 2/20/2017
GERI: 1086.008
DATE: 2/9/2017
ENGINEER: Chris Wasia
DET-Pond-A-10yr
MODIFIED RATIONAL METHOD �� " WEER[} , INC
Qp=CIA
.."33.'.5.
PRE-DEVELOPMENT
RAINFALL FREQ= 10 YR(DURATION=1) i=A*(Tc/60).g (CITY OF BOZEMAN)
BASIN AREA PRE= 1 AC STORM EVENT STORM i COEFF INTENSITY
YR A_ B IN HR
PRE-DEVTc= 10.0 MIN 2 0.36 0.6 1.05
5 0.52 0.64 1.64
PRE-DEV C= 0.20 10 0.64 0.66 2.09
25 0.78 0.64 2.46
STORM A= 0.64 50 0.92 0.66 3.00
B= 0.66 100 1.01 0.67 3.35
STORM INTENSITY= 2.09 IN/HR
PRE-DEV Qp= 0.42 CFS
POST-DEVELOPMENT POND VOLUME: CONSTAELEASEi
(CF)
BASIN AREA PRE= 1 AC 34S.Z$
POST-DEV Tc= 10.0 MIN TRIANGLE RELEASE
DETENTION (CF),
POST-DEV C= 0.6 591.04
STORM INTENSITY= 2.09 IN/HR AVERAGE VOLUME i
(CF)
POST-DEV Qp= 1.25 CFS 468,41`
OUTLET STRUCTURE DESIGN RETENTION#. i.
(CF)
POND: DET-Pond-A-10yr '177110
REQUIRED VOL= 468.41 CF (AVG.B/W CONST.&TRIANGLE RELEASE)
DIAMETER= 6.00 IN
LENGTH OF PIPE= 10.00 FT QPRE= 0.42 CFS
HEAD WATER= 0.50 FT AREA= N/A SF
N= 0.012 ORIFICE= N/A IN
Ke= 0.50 ORIFICE FLOW= N/A CFS
SLOPE OF PIPE= 0.005 FT/FT
FLOW OUT= 0.24 CFS **FLOW GOOD
AVE SURF AREA= 691.57 SF
H:\1086\008\DOGS\DESIGN\Storm\Pond-A 1 OF 2 PRINTED: 2/20/2017
DET-Pond-A-10yr
POND VOLUME CALC'S OUTLET STRUCUTRE CALC'S
Triangle Release Constant Release SLOPE OF ENERGY ORIFICE
DURATION INTENSITY Qp POND VOLUME POND VOLUME PIPE FLOW OUT
(MIN) (IN/HR) (CFS) (CF) (CF) (FT/FT) (CFS) (CFS)
9.50 2.16 1.30 494.42 330.85 0.000 0.000 0.419
10.50 2.02 1.21 507.46 336.88 0.001 0.107
11,50 1.90 1.14 518.94 341.17 0.002 0.151
12.50 1.80 1.08 529.08 343.96 0.003 0.185
13.50 1.71 1.03 538.06 34S.45 0.004 0.214
14.50 1.63 0.98 546.00 345.78 0.005 0.239
15.50 1.56 0.94 553.03 345.09 0.006 0.262
16.50 1.50 0.90 559.25 343.48 0.007 0.283
17.50 1.44 0.87 564.73 341.03 0.008 0.303
18.50 1.39 0.83 569.55 337.83 0.009 0.321
1950 1.34 0.81 573.75 333.94 0.010 0.338
20.50 1.30 0.78 577.40 329.42 0.011 0.355
21.50 1.26 0.76 580.54 324.31 0.012 0.371
22.50 1.22 0.73 583.20 318.66 0.013 0.386
23.50 1.19 0.71 585.42 312.50 0.014 0.400
24.50 1.16 0.69 587.23 305.88 0.015 0,414
2S.50 1.13 0.68 588.67 298.82 0.016 0.428
26.50 1.10 0.66 589.74 291.35 0.017 0.441
27.50 1.07 0.64 590.48 283.50 0.018 0.454
28.50 1.05 0.63 590.91 275.28 0.019 0.466
29.50 1,02 0.61 591.04 266.72 0.020 0.479
30.50 1.00 0.60 590.89 257.84 0.021 0.490
31.50 0.98 0.59 590.47 248.64 0.022 0.502
32.50 0.96 0.58 589.81 239.16 0.023 0.513
33.50 0.94 0.56 588.90 229.40 0.024 0.524
34.50 0.92 0.55 587.77 219.38 0.025 0.535
35.50 0.90 0.54 586.42 209.10 0.026 0.546
36.50 0.89 0.53 584.87 198.58 0.027 0.556
37.50 0.87 0.52 583,12 187.84 0.028 0.566
38.50 0.86 0.51 581.18 176.87 0.029 0.576
39.50 0.84 0.51 579.06 165.69 0.030 0.586
40.50 0.83 0.50 576.77 154.31 0.031 0.596
41.50 0.82 0.49 574.31 142.74 0.032 0.605
42.50 0.80 0.48 571.70 130.98 0.033 0.615
43.50 0.79 0.47 568.93 119.04 0.034 0.624
44.50 0.78 0.47 566.01 106.93 0.035 0.633
45.50 0.77 0.46 562.95 94.6S 0.036 0.642
46.50 0.76 0.45 559.76 82.21 0.037 0.651
47.50 0.75 0.45 556.44 69.61 0.038 0.660
48.50 0.74 0.44 552.98 56.86 0.039 0.668
49.50 0.73 0.44 549.41 43.97 0.040 0.677
H:\1086\008\DOCS\DESIGN\Storm\Pond-A 2 OF 2 PRINTED: 2/20/2017
Project Professional Drive
r—\ BE|#: 1080.008
Area Area C
Basin A
Impervious 24218.10 0.555971074 0.9
Gn@ae 18307.40 0.420280073 0.2
Total area 42525.50
�
.~~
Worksheet for Catch Gutter - Parking Lot
Project Description
Solve For Discharge
Input Data
Channel Slope 0.00500 ft/ft
Gutter Width 1.50 ft
Gutter Cross Slope 0.06 ft/ft
Road Cross Slope 0.01 ft/ft
Spread 17.00 ft
Roughness Coefficient 0.013
Results
Discharge 4.47 ft3/s
Flow Area 1.93 ft2
Depth 0.30 ft
Gutter Depression 0.07 ft
Velocity 2.31 ft/s
Bentley Systems,Inc. Haestad Methods ScIbik isP6h>Waster V8i(SELECTseries 1) (08.11.01.03]
2/20/2017 10:47:32 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1
Worksheet for Swale Capacity
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.035
Channel Slope 0.00750 ft/ft
Normal Depth 1.00 ft
Left Side Slope 4.00 ft/ft(H:V)
Right Side Slope 4.00 ft/ft(H:V)
Bottom Width 1.00 ft
Results
Discharge 12.20 ft'/s
Flow Area 5.00 ftZ
Wetted Perimeter 9.25 ft
Hydraulic Radius 0.54 ft
Top Width 9.00 ft
Critical Depth 0.78 ft
Critical Slope 0.02422 ft/ft
Velocity 2.44 ft/s
Velocity Head 0.09 ft
Specific Energy 1.09 ft
Froude Number 0.58
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF°Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.00 ft
Critical Depth 0.78 ft
Channel Slope 0.00750 fUft
Bentley Systems,Inc. Haestad Methods SdAakkW)C9kbmMaster V8i(SELECTseries 1) [08.11,01.03]
2/20/2017 3:45:53 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
Worksheet for Swale Capacity
GVF Output Data
Critical Slope 0.02422 ft/ft
Bentley Systems,Inc. Haestad Methods SdbeliklelPl M Master V8i(SELECTseries 1) [08.11.01.03]
2/20/2017 3:45:53 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2
Worksheet for Swale Pipe
Project description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.009
Channel Slope 0.00640 fUft
Normal Depth 1.00 ft
Diameter 1.25 ft
Results
Discharge 7.30 ft'/s
Flow Area 1.05 ft2
Wetted Perimeter 2.77 ft
Hydraulic Radius 0.38 ft
Top Width 1.00 ft
Critical Depth 1.08 ft
Percent Full 80.0 %
Critical Slope 0.00564 ft/ft
Velocity 6.93 ft/s
Velocity Head 0.75 ft
Specific Energy 1.75 ft
Froude Number 1.19
Maximum Discharge 8.03 ft'/s
Discharge Full 7.46 W/s
Slope Full 0.00611 ft/ft
Flow Type SuperCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 80.00 %
Downstream Velocity Infinity ft/s
Bentley Systems,Inc. Haestad Methods Sd3w*We C*kb&&Iaster V8i(SELECTseries 1) [08.11.01.03]
2/20/2017 1:35:04 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
Worksheet for Swale Pipe
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 1.00 ft
Critical Depth 1.08 ft
Channel Slope 0.00640 ft/ft
Critical Slope 0.00564 ft/ft
Bentley Systems,Inc. Haestad Methods SdbsbWgCRdwMaster V8i(SELECTseries 1) [08.11.01.03]
2/20/2017 1:35:04 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2
Cross Section for Gutter - Professional Dr
Project Description
Solve For Discharge
Input Data
Channel Slope 0,02000 ft/ft
Discharge 42.91 ft3/s
Gutter Width 1.50 ft
Gutter Cross Slope 0.06 ft/ft
Road Cross Slope 0.03 ft/ft
Spread 18.50 ft
Roughness Coefficient 0.013
Cross Section Image
10.Su ft
V 1.1
H: 1
Bentley Systems,Inc. Haestad Methods SclAAM ICEOWaster V8i(SELECTseries 1) [08.11.01.031
2/20/2017 3:44:48 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1