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Storm Water Management Design Report
McChesney Work-Live
623 Nikles Drive
Lot 16, McChesney Industrial Park, COS 325
Bozeman, Montana
March 2017
Prepared By:
Genesis Engineering, Inc.
GEI Project#: 1086.009
Prepared For:
Longshot Equity, LLC
1871 South 22"'Avenue,Suite 4
Bozeman, MT 59718
204 N. 1111 Ave., Bozeman,MT 59715 Coll:(406)581-3319 wvnv.a-e-i.rtet Page 1 of 7
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Storm Water Management Design Report
Table of Contents
1. Project Background.............................................................................................................. 3
1. Introduction............................................................................................................................... 3
2. Soil and Groundwater..........................................................................................................- 3
3. Land Use..................................................................................................................................... 3
11. Existing Conditions.................................................................................................................. 3
1. Drainage Basins and Pre-Development Peak Flows............................................................ 4
Ill. Proposed Drainage Plan and Post-Development Peak Flows........................................ 4
1. Major Drainage Systern........................................................................................................... 5
2. As-Built Storm Main ............................................................................................................... 5
3. Minor Drainage System........................................................................................................... 5
4. Maintenance............................................................................................................................. 6
IV.Conclusion................................................................................................................................ 6
List of Tables
Table 1. Estimated Pre-Development Peak Flows..................... .................................................. .......... 4
Table 2. 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............................................................6
Appendix A—Exhibits and 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.
204 N. 11"Ave.,Bozeman,MT 59715 Cell:(406)581-3319 wwuv. -e-i.net Page 2 of 7
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1. Project Background
Introduction
The McChesney Work-Live project consists of
13, 2-story,work/live units held within four �� �
�� g _
buildings, located at 023 Nikles Drive on Lot 16 � � � � � ,� � �� - ;� �.
of the McChesney Industrial Park. The existing
lot covers approximately 0.98 acres in Section ss
1,T2S, R5E, PMM in Bozernan, Montana. The
r
property lies north of Interstate 90,east of
North 7"'Avenue, and south of West Griffin ���
Drive.
This design report outlines the storm water `
analysis conducted for the site and describes
the storm water drainage and managementM3
facilities required for the Site by state and locale
regulations. The storm water plan follows the �
design standards set forth by the City of "
Bozeman in Design Standards and t�
Specifications Policy, March 2004 and three � �"
subsequent addenda.
Soil and Groundwater
The MRCS Soil Survey identifies the major soil �� ? RM,
,. ..
type on the site to be Blackdog-Quagle Silt
Loam (450C). This soil belongs to hydrologic
soil group C as it is comprised primarily of silty Figure I: USGS Topo vicinity map of Offsite Basin A.
loam with moderate saturated hydraulic 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 from the original McChesney Industrial Park. The
land is currently zoned B-2 and the proposed use is 13 work/live units.
11. Existing Conditions
The Project Site lies north of Interstate 90 and just south of West Griffin Drive. The project's land slopes
generally to the east at an approximate average grade of 5.5%. The existing high point of the property is
located on the southwestern boundary corner with the low point being on the north eastern boundary corner.
The existing topography of the overall site conveys runoff to an unnamed ditch approximately 300 feet east of
the site.
204 N. 11`"Ave.,Bozeman,MT 59715 Cell: 406 581-3319 wv. _�( ) q-e-i.net Page 3 of 7
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Drainage Basins and Pre-development Peak Flaws
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 west line for approximately 400 feet to the west, ending at the centerline of North 7th Avenue.
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 availahle in Annendix A.
Table 1. Estimated Pre-Development Peak Flaws(see GD-1)
Sub Area Description Area Tc Q10 Q25 Q100
(acres) Amin) ___f cfsj_ -Acfs) (cfsj
OS-A Offsite Basin 1.7 16 0.5 0.6 0.8
OS-A&A All Basins w/same outfall 2.6 1.6 1.0 1.3
Al Onsite Basin 0,24 9 0.1 0.1 0.2
A2 Onsite Basin 0.51. 11. 0.2 0.2 0A
B1 Onsite Basin 0.17 9 0.1 0.1 0.1
A Onsite Pond Basin 0.91 15 0.3 0.3 0.5
Table 2. Existing Drainage Conveyance Structure Capacities
Description Depth Slope Contrib. Q25post Struct.Cap. Passes
{ft) W Areas {cfs) {cfs) 25-YR
15"A-2000 1.25 1 A&OS-A 4.8 6.7 Y
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 1.00-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. 11"Ave.,Bozeman,N)T 59715 Cell:(406)581-3319 Page 4 of 7
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Table 3. Estimated Post-Development Peak Flows(see GD-1)
Sub Area Description Area C Tc Q10 Q25 Q100
____LacresL Iminj_
OS-A Offsite Basin 1.7 0.7.5 10 2.7 3.1, 4.3
OS-A&A All Basins w/same outfall 2.6 0.75 10 4.8 6.5
Al Onsite Basin 0.24 0.67 7 0.4 0.5 0.7
A2 Onsite Basin 0.51 0.78 9 0.9 1.0 1.4
B1 Onsite Basin 0.17 0.70 6 0.4 0.4 0.6
A Site Pond Basin 0.91 0.74 12 1.3 1.5 2.0
Major Drainage System
The major drainage system in the area is comprised of the unnamed ditch to the east of the subject parcel.
The existing 15" HDPE pipe has adequate street conveyance capacity to convey the 100-yr event through the
development and into the unnamed ditch to the east without inundating the first floor of the proposed
structures. Based on the proposed first floor elevations and capacity of the unnamed ditch to the east as
modeled in the Great Northern Storm Water Design Report,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 McChesney Work/Live Units includes a single, interior, parking lot
with sheet flow directed into a curb inlet generally located in the center of the project. A valley gutter is
proposed to direct runoff from the southeastern parking area into a second curb inlet.Those curb inlets will
convey storm water runoff to the detention pond shown on GD-2. A Swale, beginning at the northwestern
property corner,conveys offsite runoff east,into one of the proposed stormwater inlets,eventually flowing
into the existing 15" HDPE pipe and into the east unnamed ditch. The detention pond is sized to detain the
onsite, 10-year storm flows as required. Discharge from the pond is to be conveyed through the outlet
structure, into a storm pipe flowing north into one of the proposed storm inlets,and eventually into the
existing 15" HDPE pipe.A second swale, located in the southern area of the project will convey runoff away
from the buildings and proposed sidewalk through a 12"sidewalk chase to the parking lot where it will flow as
previously discussed. Once the 25-year event leaves the site, it will be conveyed through the existing 15"
HDPE pipe and eventually to flow into the unnamed ditch to the east.
The catch curb and gutter of each of the parking lots will convey an estimated 5 cfs before inundating the
adjacent sidewalk which is many times greater than the 100-year flow rate contributed by impervious area on
site-Basin A2. The proposed north Swale conveying runoff to a stormwater inlet has a capacity of 12 cfs which
is greater than the runoff contributed by Offsite Basin A(assumed fully developed)that feeds the Swale during
the 100-Yr Storm.The pipe leaving the detention pond is a 12"A-2000 pipe that conveys the runoff from of
Basin A, has a capacity of 5.2 cfs,which is many times greater than the 100-year storm.The proposed inlet and
pipe on the western boundary has a capacity of 6 cfs which is exceeds the contributing Basin OS-A 100-year
post development event.The proposed south Swale conveying runoff to the sidewalk chase has a capacity of
1-2 cfs which is greater than the runoff contributed by part the site's local Basin Al during the 100-Yr Storm.
The sidewalk chase that conveys the runoff from part of Basin Al, has a capacity of 3.5 cfs,which is many
times greater than the 100-year storm. The proposed pipes from the curb inlets have a capacity of 6
9 cfs which is many times greater than the 100-year flow for Basin A. The proposed storm pond was sized to
handle all the intended contributing area, using a future developed ground cover condition of 0.74. The pipe
from the pond to the existing system is a 12"A-2000 with a capacity of 5 cfs,which is greater than the 25-year
post development flow.
Table 4. Detention Pond Volume(See GD-2)
Pond Type Depth Contributing Q10 PST Req.Vol. Avail.Vol. Detains
ea�___---.- jcfs� jcftj�-.--__ cfa __-------.._Design storm
1. Detention 1.5' Al,A2,B1 1.3 755 757 Y
204 N. IV`Ave., Bozeman.MT 59715 Cell:(406)581-3319 wtin^�.q-e-i.net Page 5 of 7
NCINEi2iNG,INC
Table 5. Proposed Drainage Conveyance Structure Capacities(See GD-2)
Description Contributing Depth Slope Q10PST Q25PST Q10OPST Qcap Passes
Subareas 1ftL__ LL_ (cfs) Ids) (cfsl jcfs Demon Storm _
Site-Catch Curb and Gutter A2 0.3 0.5 0.9 1.0 1.4 4.7 Y
Site-North Swale OS-A 1.0 1.0 2.7 3.1 4.3 12 Y
Site-west Pips: OS-A 1.0 1 7 2.7 3A 4.3 6.0 Y
Site-South Swale Al 05 1.0 0.4 0.5 0.7 2.0 Y
Site-Sidewalk Chase At 0.5 2.0 0A 0.5 0.7 3.S Y
Site-Curb Inlet Pipe Al,A2,61 1.0 1.7-4.1 1.3 1.5 2.0 6-9 Y
Site-Pond Pipe Al,A2,131 1.0 L 2 4 1.3 1-s 2.0 5 Y
Outlet Structure weir Al.,A2, 31 1.5 Q10pre=0.29 0.29 Y
Outlet Structure Top Inlet Al,A2,Bi 1.s Y
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 storm water 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 structures are above the
estimated 100-yr Base flood Elevations as estimated by Genesis Engineering.
i-i:\1086\009\DOCS\DESIGN\STORM\StormwaterDR.doc
204 N. 111"Ave.,Bozeman,MT 59715 Cell:(406)581-3319 yww.w.g-e-i.n2t Page 6 of 7
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NGINEERING,INC
Appendix A
Exhibits & Calculations
204 N. 11"Ave., Bozeman,MT 59715 Cell: 406 .( },581..3319 MwAVcue-i.nel '1 Page 7 of 7
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McChesney Work/Live 3/8/2017
BASIN OS-A BASIN B1
Weighted C Weighted C
Residential(C=.45) Area(sf) 7200
Commercial(C=.70) X Area(Acres) 0.17
Industrial(C= .80) Area Impervious(0.9) 5184
Area Grass(0.2) 2016
Weighted C= 035 Weighted C= 0.70
BASIN Al BASIN A2 SINGLE POND - BASIN
Weighted C Weighted C Weighted C
Area(sf) 10274 Area(sf) 22040 Area(sf) 39514
Area(Acres) 0.24 Area(Acres) 0.51 Area(Acres) 0.91
Area Impervious(0.9) 6925 Area Impervious(0.9) 18135 Area Impervious(0.9) 30244
Area Grass(0.2) 3349 Area Grass(0.2) 3905 Area Grass(0.2) 9270
Weighted C= 0.67 Weighted C= 0.78 Weighted C= 0.74
GEI#: 1.086.009
DATE: 3/8/20.17
ENGINEER: Joel Horn
DES"-Pond-A-10yr
NESIS
MODIFIED RATIONAL METHOD NGINEERING, INC
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PRE-DEVELOPMENT
RAINFALL FREQ 10 YR(DURATION=1) 1=A'(Tc/60) (CITY OF BOZEMAN)
BASIN AREA PRE= 0.91 AC STORM EVENT STORM i COEFF INTENSITY
YR A B IN HR
PRE.-DEV Tc= 1.5.0 MIN 2 0.36_ 0.6 0.83
5 0.52 0.64 1.26
PRE-DEV C 0.20 10 0.64 0.66 1.60
25 0.78 0.64 i.89
STORM A= 0.64 SO 0.92 0.66 2.30
B= 0.66 100 1.01 0.67 2.56
STORM INTENSITY= 1.60 IN/HR
PRE-DEV Qp= 0.29 CFS
POST-DEVELOPMENT POND VOLUME: a dNST.RELEASE
BASIN AREA PRE= 0.91 AC 585.85
POST-DEVTc= 12.0 MIN TMANtGLEfi:LCASF
DETENTION (C.F);
POST-DEV C= 0.74 c}23 3
STORMINTF.NSITY= 1.85 IN/HR � a',YMAGE\OLUME '
�CFt
POST-DEV Qp= 1.25 CFS 754.6u.
OUTLET STRUCTURE DESIGN RETENTION,
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POND: DET-Pond-A-10yr 1?87:R
REQUIRED VOL= 754.62 CF (AVG.a;wCONS). IR(ANGLE.RCLEASE!
DIAMETER= 6.00 IN
LENGTH OF PIPE= 10.00 FT QPRE= 0.29 CFS
HEAD WATER 0.50 Ft AREA- 0.08 SF
N= 0.012 ORIFICE= 4 1/2 IN
Ke= 0,50 ORIFICE FLOW= 0.28 CFS
SLOPE OF PIPE= 0.005 FT'/FT
FLOW OUT 0.24 CFS "FLOW GOOD
AVE SURF AREA- 1171.70 SF
H:\1086\009\DOCS\DESIGN\S"(ORM\SINGLE POND.xIs 1 OF 2 PRINTED: 3/13/2017
DET-Pond-A-10yr
POND VOLUME CALC'S OUTLET STRUCUTRE CALC'S
1`riangle 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)
11.40 1..92 1.29 677.98 521.04 0.000 0.000 0.279
12,40 1,81. 1.22 694.84 531.87 0.001 0.1.07
13.40 1.72 1.16 710.37 541.30 0.002 0.151
14,40 1.64 1.11 724.73 549.49 0,003 0.185
1S,40 L57 1.06 738.06 556.59 0.004 0.214
1.6.10 1.51 1.01 750.46 562.71 0.005 0.239
17.40 1.45 0.98 762.03 567.95 0.006 0.262
18,40 1.40 0.94 772.84 572.38 0.007 0.283
19.40 1.35 0.91 782.96 576,08 0.008 0.303
20,40 1.30 0.88 792.46 579.11. 0.009 0.321
21.40 1.26 0.85 801.37 58LS2 0.010 0.338
22.40 1.23 0.83 809.74 583,36 0.01.1 0.355
23.40 1,19 0.80 817.62 584,68 0.012 0.371
24.40 1.16 0.78 82.5.04 585.49 0,013 0.386
25.40 1.13 0.76 832D3 585.85 0.014 0.400
26.40 1,1.0 0.74 838.61 585,78 0.015 0.414
27,40 1.07 0.72 844.82 58530 0.016, 0.428
28.40 1.05 0.71 850.67 584.44 0.017 0.441
29.40 1,02 0.69 856.18 583,23 0.01.8 0.454
30.40 1.00 0.69 861.38 581.67 0.019 0.466
31.40 0,98 0.66 866.28 S7939 0.020 0.479
32.40 0.96 0.65 870.90 577.61. 0.021 0.490
33.40 0.94 0.63 875.24 575.14 0.022 0.502
34.40 0.92 0.62 879.34 572.40 0.023 0.513
35.40 0.91. 0.61, 883.1.8 569.39 0.024 0.524
36A0 0.89 0.60 886.80 566.13 0.025 0,535
37.40 0.87 0.59 890.19 562,63 0.026 0.546
38.40 0.86 0.58 893.28 558.91. 0.027 0.556
39.40 0,84 0.57 896.35 554.96 0.028 0.566
40.40 0.83 0.56 899,14 550.81 0.029 0.S76
41.40 0.82 0,55 901.74 546.45 0.030 0.586
42.40 0.80 0.54 904.16 541.90 0.03:1 0.596
43.40 0.79 O.S3 906.40 537.17 0.032 0.605
44.40 0.78 0.53 908.48 532.25 0.033 0.615
45.40 0,77 0.52 910.41 527.17 0.034 0,624
46.40 0.76 0,51, 912.1,7 521.91 0.035 0.633
47,40 0.75 0.50 913.79 516.50 0.036 0.642
48.40 0.74 0.50 915.27 51.0.93 0.037 0.65:1.
49.40 0.73 0.49 916.61 505.21 0,038 0.660
50.40 0.72 0.48 917,81 499.34 0.039 0.668
51.40 0.71 0,48 918.89 493.34 0,040 0.677
H:\1086\009\ROCS\DESIGN\STORM\SINGLE POND.xIs 2 OF 2 PRINTED: 3/13/2017
Pond olu e
Detention Pond -A
Layer Elevation Area Volume
(ft) (sgft) (cft)
4706 252
4706.5 397 162.25
4707 585 245.5
4707.5 811 349
Total 756.75 cft
NG1NEERI IG, INC
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McChesney Work-Live
Engineer: J. May
03/13/17
36" Round Outlet Structure - Pond A
10 year pre 0.29 cfs
25 year post 1.47 cfs
Using COB Weir Equation
10 yr flow through slot = CLHA(3/2)
Q= 3.33-L-1.5(3/2) 0.29 cfs
L=0.047' :t , 4 m wide
During storms greater than the 10 year, some additional flow will overtop the weir
and flow through the outlet pipe. Remainder of flow up will enter the inlet on top of the structure.
GEItt: 1,086.009
DATE: :3/9/2.017
ENGINEER: Joel Horn
BASIN A- 10yr
NESIS
MODIFIED RATIONAL METHOD ' NGINEERING, INC
Qp=CIA
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PRE-DEVELOPMENT
RAINFALL-FREQ 10 YR(DURATION=1) 1=A*(Tc/60) (CITY OF BOZEMAN)
BASIN AREA PRE:= 0.91 AC STORM EVENT STORM i COEFF INTENSITY
(YFtI _ A B (IN HR
PRE-DEVTc= 15.0 MIN _2 0.36 0.6 0.83
S 0.52 0.64 1.26
PRE-DEV C= 0.20 10 0.64 0,66 1,60
25 0.78 0,64 1.89
STORM A= 0.64 SO 0.92 0.66 2.30
B= 0.66 100 1.01 0.67 2.56
STORM INTENSITY= 1.60 IN/HR
PRE-DEV Qp= 0.29 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 0,91 AC
POST-DEVTc= 12.0 MIN
POST-DEV C= 0.74
STORM INTENSITY= 1.85 IN/HR
POST-DEV Qp= 1.25 CFS
H:\1086\009\DOCS\DESIGN\STORM\Basin A-10yr As 1 OF 1 PRINTED 3/13/2017
GE11t: 1086.009
DATE: 3/9/2017
ENGINEER: Joel Horn
BASIN A- 25yrNESIS
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MODIFIED RATIONAL METHOD NGINEERI G, INC
Qp=CiA
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PRE-DEVELOPMENT
RAINFALL FREQ 25 YR(DURATION 1) i=A'(Tr./60) (CITY OF BOZEMAN)
BASIN AREA PRE 0.91 AC STORM EVENT STORM i COEFF INTENSITY
____JYRL A B IN HR
PRE-DEV'1'c= 15,0 MIN 2 �0.36 0.6 0.83
5 0.52 0.64 1.26
PRE-DEV C= 0.20 10 0.64 0.66 1.60
25 0.78 0.64 1.89
STORM A= 0.78 so 0.92 0.66 2.30
B= 0.64 100 1.01 0.67 2.56
STORM INTENSITY= 1.89 IN/HR
PRE-DEV Qp= 0.34 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 0,91 AC
PO.S'i'-DF.VTc= 12.0 MIN
POST-DEV C= 0,74
STORM INTENSITY= 2A8 IN/HR
POST-DEV Qp= 1.47 CF5
H:\1086\009\DOCS\DESIGN\STORM\Basin A-25yr.xls 1 OF 1 PRINTED 3/13/2017
GE14: 1.086.009
DATE: 3/9/2017
ENGINEER: Joel Horn
BASIN A - 100yr
NESIS
MODIFIED RATIONAL METHOD NG N RING, INC
Qp'=CiA
PRE-DEVELOPMENT
RAINFALL FREQ= 100 YR(DURATION=1) i=A'(Tc%60) " (CITY OF BOZEMAN)
BASIN AREA PRE- 0.91 AC STORM EVENT STORM i COEFF INTENSITY
YR A B (IN JAR
PRE-DEV Ic= 15.0 MIN W 2 �0.36 0.6 0.83
5 Q52 0.64 1.26
PRE-DEV C- 0.20 10 0.64 0.66 1.60
25 0.78 0.64 1.89
STORM A= 1.01 50 0.92 0.66 2.30
B= 0.67 100 1.01 0.67 2.56
STORM INTENSITY= 2.56 IN/HR
PRE-DEV Qp= 0.47 CF5
POST-DEVELOPMENT
BASIN AREA PRE.= 0.91 AC
POST-DEV Tc= 12.0 MIN
POST-DEV C= 0.74
STORM INTENSIFY= 2.97 IN/HR
POST-DEV Qp= 2.00 CFS
H:\1086\009\DOGS\DESIGN\STORM\Basin A-100yr.xls 1 OF 1 PRINTED: 3/13/2017
GEI#: 1096.009
DATE: 3/9/2017
ENGINEER: Joel Horn
BASIN Al - soyr
NESIS
MODIFIED RATIONAL METHOD NGINEERINGy INC
Qp-CIA
PRE-DEVELOPMENT
RAINFALL.FREQ'= 10 YR(DURATION 1) i=A`(I c/60) " (CITY OF BOZEMAN)
BASIN AREA PRE-= 0,24 AC STORM EVENT STORM i COEFF INTENSITY
YR A B IN IAR
PRE-DEV Tc= 9.0 MIN 2 0.36 0,6 1.12
S 0.52 0.64 1,75
PRE-DEV C= 0.20 10 0,64 0.66 2,24
25 0.78 0.64 2.6.3
STORM A= 0.64 so 0.92 0.66 3.22
B 0.66 100 1.01 0.67 3.60
STORM INTENSITY= 2.24 IN/HR
PRE-DEV Qp= 0.11 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 024 AC
POai'-DEVTc= 7.0 MIN
POST-DEV C= 0.67
STORM INTENSITY= 2,64 IN/HR
POST-DEV Qp= 0.42 CFS
I-i\1086\009\DOGS\DESIGN\STORM\Basin Al-10yr.xls 1 OF 1 PRINTED' 3/13/2017
GEId#: 1086.009
DATE: 3/9/2017
ENGINEER: Joel Horn
BASIN Al - 25yr
MODIFIED RATIONAL METHOD NGINEERING, INC
Qp=CIA
2,4,11-11—All' e" :,,p1€,,, IT 3J715
PRE-DEVELOPMENT
RAINFALL.FREQ= 25 YR(DURATION=1) 1=A`(Tc/60)'` (CITY OF BOZEMAN)
BASIN AREA PRE= 0.24 AC STORM EVENT STORM i COEFF INTENSITY
YR _ A _ IN%FiR
PRE-DEV'Fc= 9.0 MIN _ 2� �0.36 0.6 1-1.2
5 Q.S2 0.64 1.75
PRE-DEV C= 0.20 10 0.64 0.66 2.24
25 0.78 0.64 2.63
5I'ORM A= 0.78 SO 0.92 0.66 3.22
B= 0.64 1.00 1..01 0.67 3.60
STORM INTENSITY= 2.63 IN/HR
PRE-DEV Qp= 0.13 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 0.24 AC:
POST-DEV TC= 7.0 MIN
POST-DEV C= 0.67
STORM IN'T E.NSITY= 3.08 IN/HR
POST-DEV Qp= 0.50 CFS
H'\1086\009\DOGS\DESIGN\STORM\Basin Al-25yr.xls 1 OF 1 PRINTED: 3/13/2017
GEI#: 1086.009
DATE: 3/9/2017
ENGINEER: Joel Horn
BASIN Al - 100yr w
MODIFIED RATIONAL METHOD NGINEE III G, IN
Qp=CiA
PRE-DEVELOPMENT
RAINFALL FREQ= 100 YR(DURATION 1) 1=A ('Fc/60) ° (CITY OF B07EIViAN)
BASIN AREA PRE= 0.24 AC STORM EVENT STORM i COEFF INTENSITY
LR) _A B IN/HR
PRE-DEV Tc= 9.0 MIN 2 0.36 _0.6 1.12
5 0.52 0.64 1.75
PRE-DLV C= 0.20 10 0.64 0.66 2.24
25 0.78 0.64 2.63
STORM A= 1.01 50 0.92 0.66 3.22
B= 0.67 1.00 1_01 0.67 3.60
STORM INTENSITY= 3.60 IN/HR
PRE-DEV Qp= 0.17 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 0.24 AC
POS?'-DEVTc= TO MIN
POST-DEV C= 0.67
STORM INTENSITY= 4.26 IN/HR
POST-DEV Qp= 0.69 CFS
H:\1086\009\DOCS\DESIGN\STORM\Basin A1-100yi.xis 1 OF 1 PRINTED: 3/13/2017
GE11t: 1.086.009
DATE: 3/9/20.17
ENGINEER: Ioel Horn
BASIN A2 - 10yr
MODIFIED RATIONAL METHOD NGINEERING, INC
Qp=CiA
2oa t:nr 9a�i;. b;Ktnt.. hti,^9'l 15 af;+a°i3i;x3tih
PRE-DEVELOPMENT
RAINFALL FREQ 10 YR(DURATION=1) 1=A`(Tc/60) " (CITY OF BOZEMAN)
BASIN AREA PRE= 0.51 AC STORM EVENT STORM i COEFF INTENSITY
YR A B N IiR
PRE-DEV I= 11-0 MIN 2 _0.36 0.6 1,00
5 0,52 0.64 1.54
PRE-DEV C= 0.20 10 0.64 0.66 1.96
25 0.78 0.64 2,31,
STORM A= 0.64 50 0.92 0.66 2.82
B= 0.66 100 1.01 0.67 3.15
STORM INTENSITY= 1.96 IN/FIR
PRE-DEV Qp= 0.20 US
POST-DEVELOPMENT
BASIN AREA PRE= 0.51 AC
POST-DEVTc= 9.0 MIN
POST-DEV C= 0.78
STORM INTENSITY= 2,24 IN/HR
POST-DEV Qp= 0.89 CFS
H:\1086\009\DOGS\DESIGN\STORM\Basin A2-10yr.xls 1 OF 1 PRINTED: 3/13/201
GEI#: 1,086.009
DATE: :3/9,2017
ENGINEER: Joel Horn
BASIN A2-25yr �
MODIFIED RATIONAL METHOD NGINEERING, INC
Qp=CiA
2. •7 3!'r'>'A• H.yT�•Fn+;.!.k'i:i;37., t -, - 9�C.:5�8
PRE-DEVELOPMENT
RAINFALL FREQ 25 YR(DURATION 1) 1=A`(Fc/60) ` (CITY OF BOZEMAN)
BASIN AREA PRE= 0.5.1 AC STORM EVEN] STORM i COUT INTENSITY
YR _ A B N/IiR
PRE-DEV Tc= 11.0 MIN 2 0,36 0.6 1..00
5 0.52 0.64 1.54
PRE-DEV C= 0.20 10 0,64 0.66 1,96
25 0.78 0.64 2.31
STORM A= 0,78 so 0.92 0.66 2,82
B 0.64 100 1..01 0.67 3,15
STORM INTENSITY= 2.31, IN/HR
PRE-DEV Qp= 0.24 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 0,51 AC
POST-DF..V Tc= 9.0 MIN
POST-DEV C= 0.78
SIORMINI'FNSI'IY= 2,63 IN/HR
POST-DEV Qp= 1.04 US
H:\1086\009\DOSS\DESIGN\STORM\Basin A2-25yr.xis 1 OF 1 PRINTED 3/13/2017
GEM: 1.086.009
DATE: 3/9/2017
ENGINEER: Joel Horn
BASIN A2 - 100yr NESI S
..
MODIFIED RATIONAL METHOD ISIGINEERINGg INC
Qp=CiA
.�,Gs ➢ e?x,;rs. .tckz�+xau.ker`:3"�Fk <. .i(;5'S9:3 it:1
PRE-DEVELOPMENT
RAINFALL FREQ= 100 YR(DURATION=1) i=A (Tc/60) " (CITY OF BOZE.IVIAN)
BASIN AREA PRE 051 AC STORM EVENT STORM i COEFF INTENSITY
YR A B (IN HR
PRE-DEV'Tc= 11..0 MIN 2 - 0.36 0.6 1.00
5 0.52 0.64 1,54
PRE-DEV C= 0,20 10 0.64 0.66 1,96
2.5 0.78 0.64 2.31.
STORM A= 1.01 50 0.92 0.66 2.82
B= 0.67 100 1.01 0.67 3.15
STORM INTENSITY= 3.1.5 IN/HR
PRE-DEV Qp= 0,32 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 0.51. AC
POS-1-DEVIc= 9.0 MIN
POST-DEV C= 0,78
STORM INTENSITY= 160 IN/HR
POST-DEV Qp= 1.43 CF5
H:\1086\009\DOCS\DESIGN\STORM\Basin A2-100yr.xls 1 OF 1 PRINTED 3/13/2017
GEIN: 1,086,009
DATE: 3/9/2017
ENGINEER: Ioel Horn A
BASIN B1-10yr .�
MODIFIED RATIONAL METHOD NGINEERING, INC
Qp=CIA
PRE-DEVELOPMENT
RAINFALL FREQ 10 YR(DURATION 1) i=A*(Tc/60) t' (CITY OF BOZEMAN)
BASIN AREA PRE a- 0.17 AC STORM EVENT STORM i COEFF INTENSITY
(YR) A B IN IIR
PRE-DEV Tc= 9.0 MIN 2 0,36 0.6 1.12
5 0,52 0.64 1.75
PRE-DEtV C= 0,20 10 0.64 0.66 2,24
25 0.78 0,64 2.63
STORM A= 0.64 50 0,92 0.66 3.22
B= 0,66 100 1.,01 0.67 3.60
STORM INTENSITY 2,24 IN/IIR
PRE-DEV Qp= 0.08 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 0.17 AC
POST-DEV Tc= 6.D MIN
POST-DEV C= 03
STORM INTENSITY= 2.93 IN/HR
POST-DEV Qp= 0.35 CF5
H:\1086\009\DOCS\DESIGN\STORM\Basin B1-10yr.xls 1 OF 1 PRINTED: 3/13/2017
GEI#: 1086.009
DATE: 3/9/2017
ENGINEER: Joel Horn '
BASIN B1-25yr
NESIS
MODIFIED RATIONAL METHOD a NGINEERINGy NC
QP=CiA
2'04N,Jr11,A,e:. �, (9a:zci✓.u.MT`.i9�a"i. ., ar5 53;�?,ra
PRE-DEVELOPMENT
RAINFALL FREQ 25 YR(DURATION=1) i=A ('I`c/60) " (CITY OF BOZE.MAN)
BASIN AREA PRE= 0.17 AC STORM EVENT STORM i COEFF INTENSITY
YR _A_ _B IN HR
PRE-DEV Tc= 9.0 MIN 2 0.36� 0.6 1.12
5 0.52 0.64 1.75
PRE-DEV C= 0.20 10 0.64 0.66 2.24
25 0.78 0.64 2.63
STORM A= 0.78 50 092 0.66 3.22
B= 0.64 100 1..01 0.67 3.60
STORM INTENSITY= 2.63 IN/HR
PRE-DEV Qp= 0.09 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 0.17 AC
POST-DE,.V-1c= 6.0 MIN
POSI-DEV C= 03
STORM INTENSITY= 3.40 IN/HR
POST-DEV Qp= 0.41 CFS
M:\1086\009\DOCS\DESIGN\STORM\Basin B1-25yr.xls 1 OF 1 PRINTED- 3/13/2017
GEI#: 1086.009
DATE: 3/9/20.17
ENGINEER: Joelliorn
BASIN 131-100yr
NESIS
MODIFIED RATIONAL METHOD NGINEERING, INC
Qp=CiA
PRE-DEVELOPMENT
RAINFALL FREQ 1.00 YR(DURATION=.1) i=A (Tc.160) " (CITY OF BOZEMAN)
BASIN AREA PRE 0.17 AC STORM EVENT STORM i COEFF INTENSITY
YR A B (IN HR
PRE-DEVTc= 9.0 MIN 2 036 O.Ei 1-12
5 0.52 0.64 1.75
PRE-DEV C= 0.20 10 0.64 0.66 2.24
25 038 0.64 2.63
STORM A= 1.01 50 0.92 0.66 3.22
B= 0.67 1.00 1.01 0.67 3.60
STORM IN TENSITY 3.60 IN/IlR
PRE-DEV Qp= 0.12 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 0.17 AC
POS'i'-DE.VTc= 6.0 MIN
POST-DEV C= 0.7
STORM INT ENS]rY= 4.72 IN/HR
POST-DEV Qp= 0.56 CFS
H:\1086\009\DOCS\DESIGMSTORM\Basin B1-100yr.xls 1 OF 1 PRINTED: 3/13/2017
GEM 1,086.009
DATE: 3/9/2017
ENGINEER: Joel Horn
BASIN S-A- 10yr
NESIS
MODIFIED RATIONAL METHOD NGINEERING, INC
Qp=CiA3'
:20. 2 1 r.�Av s. :.'Y.IE�,W4.Mr YJ I
PRE-DEVELOPMENT
RAINFALL FREQ 1.0 YR(DURATION-1) i=A*(Tc/60) ° (CITY OF BOZE.MAN)
BASIN AREA PRE= 1.7 AC STORM EVENT STORM i COEFF INTENSITY
YR _A B IN FiR
PRE-DEV Tc= 1.6.0 MIN 2 0.36 O.6 0,80
5 0.52 0.64 1.2.1.
PRE-DEV C= 0,20 10 0.64 0.66 1,53
25 0.78 0.64 1.82.
STORM A= 0.64 50 0.92 0.66 2.20
B 0.66 100 1..01 0.67 2..45
STORM INTENSITY= 1.53 IN/I-IR
PRE-DEV Qp= 0.52 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 1.7 AC
POST-DEVTc= 10.0 MIN
POST-DEV C= 0.75
STORM INTENSITY= 2,09 IN/HR
POST-DEV Qp= 2.66 CFS
H\1086\009\DOGS\DESIGN\STORM\Basin OS-A-10yr.xls 1 OF 1 PRINTED: 3/13/2017
GEIN: 1086.D09
DATE: 3/9/2017
ENGINEER: Joel Hom
BASIN OS-A& Site - 2SYr �
MODIFIED RATIONAL METHOD ISIGIN ERING, INC
Qp=CiA
PRE-DEVELOPMENT
RAINFALL FREQ 25 YR(DURATION 1) i=A (Tc/60) " (CITY OF BOZEMAN)
BASIN AREA PRE= 1.7 AC STORM EVENT STORM i COEFF INTENSITY
(R A B_ IN IiR
PRE-DEV Tc 16.0 MIN 2 _ 0.36 0.6 0.80
5 0.52 0.64 1,21
PRE-DEV C= 0.20 10 0.64 0.66 1.53
25 0.78 0.64 1.82
STORM A= 0.78 So 0.92 0.66 2.20
B= 0,64 100 1.01 0.67 2.45
STORM IN"iE_NSITY= 1.82 IN/liR
PRE-DEV Qp= 0,62 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 1.7 AC
POST-DEVTc= 10.0 MIN
POST-DEV C= 0,75
STORM INTENSITY= 2.46 IN/HR
POST-DEV Qp= 3.13 CFS
H:\1086\009\DOCS\DESIGN\STORM\Basin OS-A-25yr.xls 1 OF 1 PRINTED: 3/13/2017
GEI#: 1.086.009
DATE: 3/9/2017
ENGINEER: JoelIiorn
BASIN OS-A- 10OYr
� rNESIS
MODIFIED RATIONAL METHOD NGINEERING, INC
Qp=CiA
PRE-DEVELOPMENT
RAINFALL FREQ= 1.00 YR(DURATION-1) 1 A`(Tc.%60) " (CITY OF BOZEMAN)
BASIN AREA PRE 1.7 AC STORM EVENT STORM i COEFF INTENSITY
Yf A _ B IN HR
PRE-DEV Tc= l.Ei.O MIN 2 0.36 0.6 0.80
5 0,52 0.64 1.21
PRE_DEV C= 0,20 10 0.64 0,66 1,:3
25 0.78 0.64 1..82
STORM A= 1.01 50 0.92 0.66 2.20
B= 0.67 100 1,01 0,67 2.45
STORM INTENSITY= 2.45 IN/HR
PRE-DEV Qp= 0.83 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 1.7 AC
POST-DE.VTc= 10.0 MIN
POST-DEV C= 0,75
STORM INTENSITY= :3.35 IN/HR
POST-DEV Qp= 4.28 CFS
hi'.\1086\009\DOCS\DESIGN\STORM\Basin OS-A-100yr.xls 1 OF 1 PRINTED. 3/13/2017
GEI#: 1.086.009
DATE: 3/9/20.17
ENGINEER: Joel Horn
BASIN OS-A & Site - 25Yr
NESIS
MODIFIED RATIONAL METHOD NGINEERING, INC
Qp=CiA
PRE-DEVELOPMENT
RAINFALL FREQ= 25 YR(DURATION 1) 1=A (Tc/60) (PITY OF BOZEMAN)
BASIN AREA PRE 2.6 AC STORM EVENT STORM i COEFF INTENSITY
YR A B _ (IPJ HR
PRE-DEVTc= 1.6.0 MIN 2 0.36 0.6 0.80
5 0,52 0.64 1.2:1.
PRE-DEV C= 0.20 10 0.64 0.66 1.53
25 0.78 0.64 1.82
STORM A= 0.78 so 0.92 0.66 2.20
B== 0.64 100 1.01 0.67 2.45
STORM INTENSITY= 1.82 IN/HR
PRE-DEV Qp= 0.95 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 2.6 AC
POST-DEVTc= 10.0 MIN
POS'r-DEV C= 0.75
STORM INIENSITY= 2.46 IN%HR
POST-DEV Qp= 4.79 CF5
H'\1086\009\ROCS\DESIGN\STORM\Basin 211-25yr.xls 1 OF 1 PRINTED: 3/13/2017
GEI#: 1.086.009
DATE: 3/9/2017
ENGINEER: Joel Horn
BASIN OS-A& Site - 100Yr NESIS
MODIFIED RATIONAL METHOD ISIGINEERING, INC
Qp=CiA
PRE-DEVELOPMENT
RAINFALL FREQ= 100 YR(DURATION 1) 1=A»(Tc/60) " (CITY OF BOZEMAN)
BASIN AREA PRE 2.6 AC STORM EVENT STORM 1 COEFF INTENSITY
YR A B (IN MR)
PRE-DEV'fc= 16.0 MIN 2 -0.36 0.6 0.80
5 0.52 0.64 1.'l.l
PRE-DEV C= 0.20 10 0,64 0.66 1 53
25 0.78 0.64 1.82
STORM A= 1.01 50 092 0.66 2.20
B= 0.67 1,00 1.01 0.67 2.45
STORM INTENSITY= 2.45 IN/HR
PRE-DEV Qp= 1.27 CFS
POST-DEVELOPMENT
BASIN AREA PRE= 2.6 AC
POST-DEVTC= 10.0 MIN
POST-DEV C= 0.75
STORM INTENSITY= 3.:35 IN/HR
POST-DEV Qp= 6.54 CFS
H 11086\009\DOCS\DESIGN\STORM\Basin all-100yr As 1 OF 1 PRINTED 3/13/2017
Culvert Calculator Report
exist `I5"
Solve For:Discharge
Culvert Summary
Allowable HW Elevation 5.80 ft Headwater Depth/Height 1.60
Computed Headwater Eiew 5,80 ft Discharge 6.65 cfs
Inlet Control HW Elev. 5.80 ft Taiiwater Elevation 3.30 ft
Outlet Control HW Elev. 5.71 ft Control Type Inlet Control
Grades
Upstream Invert 3.80 ft Downstream Invert 2.80 ft
Length 100.00 ft Constructed Slope 0.0110000 ft/ft
Hydraulic Profile
Profile Oe� S2 Depth, Downstream 0.97 ft
Slope Type Steep Normal Depth 0.97 ft
Flow Regime Supercritical Critical Depth 1.04 ft
Velocity Downstream 6.49 ft/s Critical Slope 0,008835 ft/ft
S ecti on
Section Shape Circular Mannings Coefficient 0,012
Secftnrtigdt�YiWDPE(Smooth Interior) Span 1.25 fit
Section Size 15 inch Rise 1.25 ft
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 5,71 ft Upstream Velocity Head 0.58 ft
Ke 0.50 Entrance Loss 0.29 ft
Inlet Control Properties
Inlet Control HW Elev. 5.80 ft Flow Control Submerged
Inlet Type Square edge w/headwall Area Full 1.2 ftz
K 0.00980 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 1
C 0.03980 Equation Form i
Y 0.67000
Title:McChesney Project Engineer:Jeremy May
h:\1086\009\does\design\storm\15hdpe,cvm CUlvertMaster v3.3[03.03.00.04]
03/13/17 08:18:11 Alves Bentley Systems.Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1
Cross Section for Catch Gutter
Project Description
Solve For Discharge
Input Data
Channel Slope 0.00500 ft/ft
Discharge 4.99 ft'/s
Gutter Width 1.50 ft
Gutter Cross Slope 0.06 ft/ft
Road Goss Slope 0.04 ft/ft
Spread 5.40 ft
Roughness Coefficient 0.012
Crass Section Image
0 38 ft
i
0.4C,fit
H: t
Bentley Systerns,lne. Haestad Methods S aster V8i(SELECTseries 1) [08.11.01.031
3/11/2017 1:35:50 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 1 of 1
earkshee# for North Swale V
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.030
Channel Slope 0.01000 ft/ft
Normal Depth 1,00 If
Left Side Slope 4.00 ft/ft(H:V)
Right Side Slope 4.00 ft/ft(H:V)
Bottom Width 0.00 ft
Results
Discharge 12.23 ft/s
Flow Flow Area 4.00 ft2
Wetted Perimeter 8,25 ft
Hydraulic Radius 0.49 ft
Top Width 8.00 ft
Critical Depth 0.90 ft
Critical Slope 0.01784 ft/ft
Velocity 3.06 ft/s
Velocity Head 0.15 ft
Specific Energy 1,15 ft
Froude Number 0,76
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 0.90 ft
Channel Slope 0.01000 ft/ft
Bentley Systems,Inc. Haestad Methods SoRdidlef.&d rMasterWi(SELECTseries 1) [08.11.01.033
3/13/2017 9:04:58 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203.755-1666 Page 1 of 2
Worksheet for North Swale
GVF Output Data
Critical Slope 0.01784 f/ft
Bentley Systems.Inc. Haestad Methods SoH&dlefFtd Master V$i(SELECTseries 1) (08.11,01,03]
3/13/2017 9:04:58 AM 27 Siemens Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2
orkshee# for WEST PIPE
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.010
Channel Slope 0,01710 fUft
Normal Depth 1.00 ft
Diameter 1.00 ft
Discharge 6.06 ft'/s
Results
Discharge 6.06 ft'/s
Normal Depth 1.00 ft
Flow Area 0.79 fta
Wetted Perimeter 3.14 ft
Hydraulic Radius 0,25 ft
Top Width 0.00 ft
Critical Depth 0.96 fit
Percent Full 100.0 %
Critical Slope 0.01486 ft/ft
Velocity 7.71 ft/s
Velocity Head 0.92 ft
Specific Energy 1.92 ft
Froude Number 0.00
Maximum Discharge 6.51 ft3/s
Discharge Full 6.06 ft/s
Slope Full 0.01710 fUft
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
Average End Depth Over Rise 0.00 %
Bentley Systems,Inc. Haestad Methods ScIhAliblegMicbWaster V8i(SELECTseries 1) 108.11.01.031
3/11/2017 1:43:02 PM 27 Siernons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
Worksheet for WEST PIPE
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream velocity Infinity ft1s
Upstream Velocity Infinity ft/s
Normal Depth 1.00 ft
Critical Depth 0.96 ft
Channel Slope 0.01710 ft/ft
Critical Slope 0.01486 ft/ft
Bentley Systems,Inc. Haestad Methods SdBatiblookbWaster V8i(SELECTseries 1) (08.11.01.03]
3111/2017 1:43:02 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2
€rrksheet for south swale
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.030
Channel Slope 0.01000 ft/ft
Normal Depth 0.50 ft
Left Side Slope 4.00 ft/ft(H:V)
Right Side Slope 4,00 ft/ft(H:V)
Results
Discharge 1.93 ft is
Flow Area 1.00 ft2
Wetted Perimeter 4.12 ft
Hydraulic Radius 0.24 ft
Top Width 4,00 ft
Critical Depth 0.43 ft
Critical Slope 0.02282 ft/ft
Velocity 1.93 ft/s
Velocity Head 0,06 ft
Specific Energy 0.56 ft
Froude Number 0.68
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 0,50 ft
Critical Depth 0.43 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.02282 fUft
Bentley Systerns,Inc. Haestad Methods S 0kt&Naster V8i(SELECTseries 1) 108.11.01.03]
3/11/2017 1:39:17 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1
®r•ksheet for sidwralk chase
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.012
Channel Slope 0.02000 ftfft
Normal Depth 0,50 ft
Bottom Width 1,00 ft
Results
Discharge 3,47 ft'/s
Flow Area 0.50 ft'
Wetted Perimeter 2.00 ft
Hydraulic Radius 0.25 ft
Top Width 1.00 ft
Critical Depth 0.72 ft
Critical Slope 0.00770 ft/ft
Velocity 6.95 ftls
Velocity Head 0.75 ft
Specific Energy 1.25 ft
Froude Number 1.73
Flow Type Supercritical
GVP Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
CVP 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 0.50 ft
Critical Depth 0,72 ft
Channel Slope 0.02000 ftfft
Critical Slope 0.00770 ft/ft
Bentley Systerns,Inc, Haestad Methods S asterU8i(SELECTseries 1) [08.11.01.03]
3/11/2017 1:40:01 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1
orksheef for Curb Inlet Pipe
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.010
Channel Slope 0.01710 ft/ft
Normal Depth 1.00 ft
Diameter 1.00 ft
Discharge 6.06 ftyls
Results
Discharge 6.06 ft'!s
Normal Depth 1.00 ft
Flow Area 0.79 ft'
Wetted Perimeter 3.14 ft
Hydraulic Radius 0.25 ft
Top Width 0.00 ft
Critical Depth 0.96 ft
Percent Full 100.0 %
Critical Slope 0.01486 fUft
Velocity 7.71 ft/s
Velocity Head 0.92 ft
Specific Energy 1.92 ft
Froude Number 0.00
Maximum Discharge 6.51 ft'!s
Discharge Full 6.06 ft'/s
Slope Full 0.01710 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 It
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 %
Bentley Systems,Inc. Haestad Methods S olixt rMaster V8i(SELECTseries 1) [08.11,01,03]
311 11201 7 1:41:17 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page i of 2
ter° sheet for Curb Inlet Pipe
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity fUs
Upstream Velocity Infinity ft/s
Normal Depth 1.00 ft
Critical Depth 0,96 ft
Channel Slope 0.01710 ft!ft
Critical Slope 0.01486 ft/ft
Bentley Systems,Inc. Haestad Methods S aster V8i(SELECTseries 1) (08.11.01,031
3/1V2017 1:41:17 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2
The City of Bozeman's Stormwater Division,
by Chapter 40 Article 4 oft e it 's Code of
Ordinances, approved an
Erosion and Sediment Control Permit the Project at
623 Nikles Dr.
on
4/17/2017
Direct questions or -report site issues to the
Stormwater Division at (406)582-2270.
Post this noticeon-site during all
construction activities.
Plan approved by: Frank Greenhill ®ate: 4/17/2017
—-----------
01 T Erosion and Sediment Control Stormwater Division
P.O. Box 1230
Construction Permit Bozeman,Montana 59771
(406)582-2270
Projects Less than I Acre
All multi-family, commercial, Utility, demolition, and paving projects less than one acre are required to submit this
application and receive an approval letter before initiating construction activities.The City of Bozeman's agent will review,
determine adequacy, inspect, and enforce all provided information. Failure to meet City of Bozeman's requirements will
result in violations and enforcement action consistent with the City's Municipal Code and Enforcement Response Plan
(ERP). There is no fee associated with this permit.This plan is active upon approval and terminated upon the receipt of a
Certificate of Occupancy.
ct,ori —Applicant Information
1. Preparer: Jeremy May Company: Genesis Engineering Inc.
Phone: 406-581-5730 Email: jmay@g-e-i.net
1 Ad d ress:204 North 11 th Ave I City:Bozeman State:MT .......J Zip code:59715
2. Owner:Dan Barnes Company:Longshot Equity LLC
Phone:(406)581 -0667 Y Email:
Address:1871 South 22nd Ave. Suite I I City,Bozeman State:MT Zip code.59718
.......... —----------
3. Contractor: TBD ------ Company:
..........-------------------- --------- .............—--—-------
Phone: Email:
Address: City: JState: Zip code:
Section 2—Project Information
Project Name:McChesney Business Center Total Land Disturbance:0.97 ACRES
Project Address:623 Nikles Drive.Bozeman,MT 59715 _J Project Type:Work/Live Units
Section 3—Project Schedule
Start Date:May 1st,2017 Final Sia6ihzation Date:Dec 2018
1. Applicant must provide a site map(s)that includes the following:
FV1 Project boundary
[a Direction(s)of stormwater run on and run off
FVJ Public and private stormwater infrastructure on or adjacent to site
F7J Material storage area(s)
F/I Equipment staging area(s)
BMPs selected in Section 5
................ ........ .............. .............. ................. ---------- ..................... ................... ----------
�Section 5—Required Stormwater Controls
**Use the City of Bozeman's Best Management Practice (BMP) Manual to select required controls."
1. Protect inlets: Inlets receiving site runoff require BMPs that filter stormwater before flowing into underground
infrastructure. Check all that apply and show location(s) on rnap. Approved options include:
F]Pre-Manufactured Drop Inlet Protection (pg. 13)
FV-]Rock Sock Inlet Protection (pg. 13)
F�Not Applicable (describe):
Fv�Other:
"Continued on next page**
2. Contain disturbed areas: Project boundaries require BMPs that contain stormwater flowing from disturbed areas.
Check all that apply and show location(s)on map.Approved options include:
F,-/]Silt Fence (pg. 9)
®Earthen Berm (pg. 11)
[71Straw Wattle (pg. 7)
1 ❑Not Applicable
F.710ther: EXISTING GRADE BARRIERS
3. Mitigate tracking- Exit points require BMPs that prevent the tracking of debris off-site onto the right-of-way. Check
all that apply and show location(s)on map.Approved options include:
[Cobble/Cattle Guard Hybrid Track Pad (pg. 15)
QAngular Rack Track Pad (pg. 15)
F-1 Not Applicable(describe):_
[-,/�Other: THE EXCAVATION COMPANY WILL HAVE TO SWEEP PAVEMENT FOLLOWING MOBILIZATION OF EQUIPMENT.
4. Control concrete waste:Concrete activities require BMPs that allow for the capture and disposal of generated
pollutants to prevent environmental contamination. Check all that apply and show location(s)on map.Approved
options include:
[Reusable or Disposable Product (pg. 22)
[Prefabricated Roll-Off(pg. 22)
F7JBelow Ground Containment(pg. 23)
❑Above Ground Containment(pg. 23)
❑Not Applicable(describe):
[Other:
5, Contain material stockpiles: Material stockpiles, not already contained within an existing perimeter control, require
perimeter BMPs that prevent erosion and displacement of loose material. Check all that apply and show location(s)
on map.Approved options include:
[Earthen Berm (pg. 11.)
[Silt Fence(pg. 9)
MStraw Wattle (pg. 7)
[:1 Cover/Tarp
F-1 Existing Perimeter Control BM P (#1)
[Not Applicable(describe):__
P/1Other: Compaction/Tracking of piles&other silt fence or wattle,
**Continued on next page**
.............. ................'............ ........... ........................
6. Manage clewatering flows: Pumping activities require BMPs that filter water before entering underground
infrastructure or waterways. Check all that apply and show location(s) on map Approved options include:
F,-/]Excavated Area Dewatering Plan (pg, 19)
F-1Well Dewatering Plan (pg. 20)
❑Not Applicable(describe):__
F10ther:
7. Protect post-construction stormwater features: Post-construction stormwater features, such as retention and
detention ponds, require BMPs that protect and their silde slopes and bases during and after construction activities.
Check all that apply and show location(s) on map.Approved options include:
RCrimped Straw Mulch (pg. 24)
R Rolled Erosion Control Products (pg. 24)
[ Rip Rapped Inlet and Outlet
[Check Darns
R Reinforced Fore Bay
Not Applicable (describe):ALL DISTURBED AREAS WILL HAVE SOD OR HARDSCAPE LANDSCAPING.
0 t h e r:
8. Stabilize disturbed areas: Disturbed areas require BMPs that prevent erosion of barren ground. Check all that apply
and show location(s)on map. Approved options include:
RSurface Roughening(pg. 24)
Rcriniped Straw Mulch (pg. 24
RWood Mulch( pg. 24)
R Rolled Erosion Control Products (pg. 24)
RV Sod (pg. 24)
E]Not Applicable
Rother:
Section 6—Administrative and Operational Controls
1.Check which of the following will be utilized and show on the map if applicable:
R,/ Street Sweeping--Frequency:AS BUILDUP OCCURS
On-Street Parking
❑Pedestrian and Traffic Control Fencing
❑Covered Pollutant Storage
RV Staked Sanitary Facility out of Right-of-Way
**Continued on next page**
Authentisign ID:240D48DE.A95E.45B4-B570-6A5714884894
Section 7-Certifications
1.Applicant agrees to:
o Install applicable BMPs before the start of land disturbing activities. Initial: C'J
o Keep this permit posted on-site and updated to reflect current site conditions.Initial:CC b
o Inspect and maintain all control measures at the end of each workday. Initial: `b
o Contain and dispose of all pollutants generated,such as form oil,oils/greases,fuel,masonry wash water,
concrete cutting slurry,asphalt sealant,paint,and all other pollutants hazardous to the environment, by local,
state and federal regulations.Initial: -'�
o Maintain a spill kit on-site,which includes,at a minimum,absorbent material,cleanup tools,and covered waste
container.Initial:d b
Section 8—Acknowled ment Certificate
I certify that I am the Owner or Owner's Authorized Agent. If acting as an Authorized Agent,I further certify that I am
authorized to act as the Owner's Agent regarding the property at the above-referenced address for the purpose of
filing applications for decisions,plans,or review under the City of Bozeman Ordinance#1763 and have full power and
authority to perform on behalf of the Owner all acts required to enable the City to process and review such
applications.I certify that the information on this application is true and correct and understand that I shall not start
this project until this application is approved.I shall comply with the laws of the State of Montana and the Ordinances
o k0ga Bozeman.
Signature of Legally Responsible Person Date
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Northbound Lofts
NB Lofts Condo Association
Appendix A
Storm Water Facilities Operation & Maintenance Manual
Overview
The HOA is responsible for maintaining all of the onsite Storm Water Facilities,including storm inlets,storm pipe and
the storm water detention pond per the schedule below.
Maintenance
The storm inlets and pond outlet structure are to have the sediment removed from the sediment traps on a yearly basis
or an updated maintenance schedule as determined by monitoring the sediment build-up of the inlets quarterly.
The storm pipe between the storm inlets is to be monitored yearly for build-up of sediment or trash. If the storm
system is operating correctly the build-up should be minimal and therefore maintenance schedule will be directly
correlated to the yearly inspection findings.
The storm water detention pond shall be monitored every five years for sediment build-up. When the sediment build-
up starts to decrease the capacity of the detention pond the sediment shall be removed mechanically and hauled from
the site. It the extraction of the sediment removes the vegetation from the bottom of the pond, it should be reseeded
or re-sodded and appropriate storm water BMPs are to be installed until the vegetation is stabilized.
See the maintenance agreement with Lots 17A, 21A and 22 as filed at the Gallatin County Clerk and Recorders for
information regarding maintenance of the offsite pipe and manholes that convey storm water from this site.
Contact Information
Property Manager:
Association President: