HomeMy WebLinkAboutGrading Plans - 06/23/2017MEMORANDUM
To: Mr. Shane Bo��le
From: Tim Halopoff, PE
Date: June 20, 2017
c�
J•R ENGINEERING
A Westrian Company
COM 635 FT S AND 195.15 FT E OF NW COR OF SW 11-7-69, N
200 FT, E 50 FT, S 200 FT, W 50 FT, LESS TO PUBLIC SERVICE
CO AS IN 896-308, FTC
B1701461 & B1702670
Grading plan & drainage memo accepted and permit released
6/23/2017 DM
Subject: 1016 W. Mountain Avenue Project - Drainage Anal��sis
JR Engineerin�. LLC has completed a storm drainage e��aluation for the 1016 W'est Mountain A��enue
project. The follo��-ing is a summarti� of the tindings and determinations made ��-hile performin� an
anal} sis of the proposed home addition and ne« shop/activit�� space in order to deteimine the site's
ultimate drainage characteristics and to mitigate am� potential impacts to nei��hboring properties. It is
important to note t��o thin�s ��hile re��ie�� ing this memo. First. there �� ill be no detention necessary
due to the fact that the additional imper��ious area proposed b} this project is si��niticantl�- less than
�,000 sf. «�hich triggers detention in the Old To�tin area. Second. this site has been coordinated «�ith
and desiQned to meet the Citv of Fort Collins Floodplain Criteria that requires the top of foundation
and/or bottom of an}- ne�l�- suspended materials of the building addition to be 1' above the desi��nated
base tlood elevation (BFE) ���ithin the 100 }-ear hiah risk zone's tlood fringe. The garaae, coming in as
a ne�i� structure. must be constructed «�ith its top of foundation. slab finished floor and/or bottom of
any ne��-l� suspended materials to be at least 1.�' above the designated BFE within the flood fringe
zone. Both. the home addition and the new shop/li��ing space meet the Fort Collins Floodplain
Criteria�s respective requirements. The BFE contour lines for each structure have been superimposed
on the Gradin� Plan and Proposed Drainage Map for ease of understanding the minimum clearance
relationships. �
The e�isting l Ol6 West Mountain Avenue project site is located along Mountain Avenue to the east of
the Landmark de��elopment and North Shields Street. The propert}- currentlti� supports an existing 1-
stor�- home, �� hich co��ers an appro�imate footprint of 1?40 sf. Just northeast of the house lies an
eaisting one car aaI'aae and fiirther northeast a shed. The site is coinposed of t��pe C soils and
aenerall��. slopes Qentl} tow�ards the lot�s northeastern propert�- corner. The runoff flo��-s around the
e�istina shed tow�ards the concrete apron of the northern drive���ay w�here it becomes dispersed flow
into the alleyw-ay. The existing runoff for Basin EX 1 is approximatel}� 0.39 cfs durin�� the 100 5 ear
storm e��ent that accumulates at the northern dri�-e���ay of the propert�� ��-here it is dispersed into the
allevw�a}� at Existina Basin DP 1.This information may be found on the Existing Conditions Drainage
Map located ���ithin Appendix C. The 1016 W. Mountain Avenue property is located within the City of
Fort Collins desianated High Risk — 100 vear flood fringe. You'll therefore note that the property
itself lies outside of the Cit}�'s 100 }�ear high risk flood���ay.
=7�UU South .-�Iton �1'a�. Suite ('�10U J;(I Fa.t I�io��a Stre�t. Suit� -100 02900 South Colle�?e :\�enue. Suife ;t)
C�ntenniaL COR01 12 Coloradu Sprines. CO30903 Fort Collina C080�2�
303-710-9393 • Fas 303-921-T20 719-�93-2�9; • Ha� 303-921-7320 970—F91-98R8 • Fax 30;-921-7320
The Pi-oposed Conditions Drainage Map, along with the proposed improvements for this project may
also be found in Appendix C. This project includes an addition to the existing home and is planned to
connect and encompass the nearby existing one car garage; forining one house structure on the front of
the lot. See the architecturaUstructural construction documents far details on the proposed addition.
This proposed home addition project essentially adds no new impervious surface to the site, because
the fmal structure square footage is essentially equal to the summation of the current square footage
coniributed by the current small house, outdoor impervious hardscape (driveway/garage apron & rear
porch pavers) and the small garage. This project also includes a newly proposed shop/living
space/carport, to be constructed on the narthern portion of the site. This structure will add
approximately 1,400 square feet of impervious surface to the property. Since 1,400 s.f. is the total
amount of newly added impervious area for the project and the threshold for the need to detain
stormwater in Old Town is 5,000 s.f., this project has been designed without a detention pond.
The Proposed Condition Drainage Plan is also found in Appendix C and it breaks down the proposed
site into three small drainage basins. Basin A is composed of approximately 0.10 acres of land, with a
composite imperviousness of 51°/o. Basin A collects into a 2' wide concrete pan sloping at 0.50%,
which will run parallel to the western property line at 6" off the fence line, to its point discharge
location over a Scourstop Mat to the well-conditioned, rear yard alley at design point 1(DP1). The
detail for the Scourstop Mat can be found in Append� D. The proposed location of concentrated flow
is less than 20 ft to the west of where the existing condition flow is currently dispersed into the
alleyway. Both the existing and proposed 100 year flows leave the property in the same vicinity and in
similar character in the alleyway, except the proposed discharge point is 20 $ further to the west,
which acts to protect the existing garage on the adjacent eastern property from proposed flows. During
the 100-year storm event, approxiinately 0.70 cfs will reach design point 1 from proposed Basin A.
Basin B is composed of approximately 0.08 acres of land, generally slopes toward the southeast
property corner and represents all of the land and rooftop of the existing house structure to the south of
this project's limits of construction. Thus, Basin B will be maintained undisturbed in its existing
condition. Basin C is composed of approximately 0.03 acres of land located to the North of Basin B
and east of Basin A. During the 100-year storm event, approximately 0.19 cfs flows to an easterly 2'
concrete pan via surface flow. The 2' concrete pan will run parallel to the eastern property line and
drain at 0.50°/o to DP3 where the runoff will enter an 8" PVC pipe running under the proposed
concrete drive. The 8" PVC pipe is capable of handling approximately l.11cfs when fu1L The
hydraulic calculations for the 8" PVC were performed within Flowmaster and can be found
suinmarized in the "8" PVC Pipe" results located in Appendix C. The 100-year storm flows from
Basin A(0.70cfs) and Basin C(0.19cfs) confluence in the rear center yard prior to Design Point 1,
immediately north of the proposed carport structure and west of the rear drive access. At Design Point
1, the site's 100 year storm flow will be released as concentrated flow, onto a Scourstop Mat, on to the
well-conditioned, hard-packed alleyway consisting of well-consolidated, impervious recycled
asphalt/earthen hard surface, draining at an average slope of 1% to N. Mack Street to the east. The
existing 100 year flow reaching the northeastern property corner was calculated as 0.39 cfs, so the
proposed condition will add 0.5 cfs during the 100 year storm event. This 0.5 cfs increase during the
100 year storm event can be considered negligible, and as such, this project will not negatively impact
downstream properties and conveyance. All calculations may be found in Appendix B.
❑7200 South Alton Way, Suite C400 ❑ 130 East Kiowa Street, Suite 400 ❑� 2900 South College Avenue, Suite 3D
Centennial, C080112 Colorado Springs, C080903 Fort Collins, C080525
303-740-9393 � Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 � Fax 303-921-7320
In all. the anal�-ses and support documents attached here�t ith sho��� that through the introduction of
re�rading and concrete tricl�le pans. this project site ultimately generates relati��e1�- small amounts of
100-��ear storm tlo«- and that the storn� flo«� from Basins A& C(contributin� additional imper��ious
area) amount to less than 1 cubic foot pet• second of� total 100-��ear storm�tater. In total. this pi•oject
increases the 100 ��ear storm tlo�� off this property b� 0.� cfs. The stornl flo��s from Basin B on the
south end of the lot COI1t1I1lle UI1CIlall�ed. Thus. «�e tind that the 100 }�ear de� eloped condition
storm��ater aenerated from this site. and speciticall� the 100-��ear proposed runoff from Basins A& C.
contribute no additional storm ���ater to the easterly nei�hbor. are generall�� consistent �� ith historical
draina`>e patterns and ���i l l be safel�� com eved to an adequatel�- sloped. �� ell-maintained alle��« a� .
easterl�� to���ard N. Mack Street. �� ith neQliQible in�pacts to the alle}'�}-a}- or adjacent properties.
Sincerel�.
)0
..,
Timoth�� J. Halopoff. PE
970-817-1 O 10
;0 37953 0:'
� •
-o9'•;d •to-i7;�;��,`��
o��sS�ONA1. E��'\
❑%'_00 South :V[on 1\"a�. Suitc C�OU ❑ 130 [ast F:io��a Strcet. Suite -40U �29U0 Suuth Collz�e :1� �nue. Suite +U
CentenniaL C0801 12 Colorado Springs. C080903 "- Fort Colliiu. C080>2�
303-7-10-939; � Fax 303-9?I-73?0 719->9�-_'`93 • Fa� 303-921-TZO 970-491-983A • Fas 30:-9?1-73?0
Appendix A
❑7200 South Alton Way, Suite C400 ❑ 130 East Kiowa Street, Suite 400 ❑� 2900 South College Avenue, Suite 3D
Centennial, C080112 Colorado Springs, C080903 Fort Collins, C080525
303-740-9393 � Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 � Fax 303-921-7320
1016 W MOUNTAIN AVENUE
VICINITY MAP
SCALE : 1 "=2,000'
DRAINAGE REPORT
Project No. 39745.01 FIGURE 1- VICINITY MAP
�t���ns FCMaps
�
� i i �,ii �ii�
Legend
FEMA Floodplain
. FEMA High Risk - Floodway
FEMA High Risk - 100 Year
FEMA Moderate Risk - 100 / 500 Y�
FEMA Map Panel
City Floodplains
. City High Risk - Floodway
City High Risk - 100 Year
City Moderate Risk - 100 Year
'� Y E
� J l," d ��1[f�
1: 857 �
143.0 0 71.50 143.0 Feet
This map is a user generated static output from the City of Fort Collins FCMaps
WGS 1984 Web_Mercator_Auxiliary_Sphere Internet mapping site and is for reference only. Data layers that appear on this
map may or may not be accurate, current, or otherwise reliable.
City of Fort Collins - GIS
�_; City Limits
Notes
1016 W Mountain Avenue
3 Hydrologic Soil Group—Larimer County Area, Colorado 3
in b
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491932 491941 491950 491959 491� 491977 491996
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�-S~~oil Map may not be �ialicl at fhis sc�fe.
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491932 491941 491950 491959 491968 491977 4919�
3 3
� Map S�le: 1354 if pnnted on A portrait (8.5" x 11") sheet g
�, N Metets �n
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Map projecti�on: Web Mercator Comercoordinates: WGS84 Edgetics: UTM Zone 13N WGS84
USbn Natural Resources Web Soil Survey 5/31/2017
� Conservation Service National Cooperative Soil Survey Page 1 of 4
Hydrologic Soil Group—larimer County Area, Colorado
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
� A
� A/D
0 B
� B/D
Q C
Q C/D
� D
Q Not rated or not available
Soil Rating Lines
�,� A
,�_� A/D
.��.s B
,,.u,� 8/D
� r C
�; • C/D
Er:�E# �
0 C
0 C/D
� D
0 Not rated or not available
Water Features
Streams and Canals
Transportation
� Rails
y.� Interstate Highways
US Routes
Major Roads
Local Roads
Background
� Aerial Photography
r s Not rated or not available
Soil Rating Points
0 A
Di A/D
■ e
� e/�
MAP INFORMATION
The soil surveys that comprise your Aol were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 11, Sep 23, 2016
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 22, 2011—Apr
28, 2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USD.� Natural Resources Web Soil Survey 5/31/2017
� Conservation Service National Cooperative Soil Survey Page 2 of 4
Hydrologic Soil Grou�Larimer County Area, Colorado
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit— Larimer County Area, Colorado (C0644)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
35
Fort Collins loam, 0 to 3 C
percent slopes
0.3
100.0%
Totals for Area of Interest
Description
0.3
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.� None Specified
100.0%
USDA Natural Resources Web Soil Survey 5/31/2017
� Conservation Service National Cooperative Soil Survey Page 3 of 4
Appendix B
❑7200 South Alton Way, Suite C400 ❑ 130 East Kiowa Street, Suite 400 ❑� 2900 South College Avenue, Suite 3D
Centennial, C080112 Colorado Springs, C080903 Fort Collins, C080525
303-740-9393 � Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 � Fax 303-921-7320
COMPOSITE RUNOFF COEFFICIENT CALCULATIONS
Subdivision:
Location: Fort Collins
Project IVame: 1016 W Mountain Avenue
Projed No.: 39745.01
Calculated By: AJH
Checked By:
Date: 6/15/17
Asphalt/ Concrete/ Roofs Recycled Asphalt Lawns Basins Totai Basins Total
Runoff Weighted Runoff Runoff Weighted Runoff Runoff Weighted Runoff Weighted Runoff Weighted Runoff
Basin ID Total Area (ac) Coefficient Area (ac) Coefficient Coefficient Area (ac) Coefficient Coefficient Area (ac) Coefficient Coefficient C2 Coefficient C100
A 0.10 0.95 0.05 0.52 0.80 0.00 0.00 0.20 0.04 0.09 0.61 0.77
B 0.08 0.95 0.03 0.32 0.80 0.00 0.00 0.20 0.05 0.13 0.45 0.56
C 0.03 0.95 0.02 0.53 0.80 0.00 0.00 0.20 0.01 0.09 0.62 0.77
TOTAL 0.21 0.46 0.69
EX 1 0.13 0.95 0.03 0.18 0.80 0.00 0.00 0.20 0.11 0.16 0.34 0.43
EX 2 0.08 0.95 0.03 0.32 0.80 0.00 0.00 0.20 �.OS 0.13 0.45 0.56
TOTAL 0.21 0.39 0.48
X:\3970000.aII�i97A�01\Excel\Drainagel9974501 Draina�c_Calcs_v2.O5.xlsm Page I of I 6/?3/2017
COMPOSITE % IMPERVIOUS CALCULATIONS
Subdivision:
Location: Fort Collins
Project Name: 1016 W Mountain Avenue
Project No.: 39745.01
Calculated By: AJH
Checked By:
Date: 6/15/17
Paved Roads Roof/Walks Lawns Basins
Total
Weighted Weighted Weighted Weighted
Basin ID otal Area (ac % Imp. Area (ac) % Imp. Area (ac) % Imp. Area (ac)
% Imp. %Imp. %Imp. % Imp.
A 0.10 100% 0.00 0.0% 90% 0.05 50.0% 2% 0.04 1.0% 51.0%
B 0.08 100% 0.00 0.0% 90% 0.03 30.0% 2% 0.05 1.0% 31.0%
C 0.03 100% 0.00 0.0% 90% 0.02 50.0% 2% 0.01 1.0% 51.0%
Total 0.21 43.3%
EX 1 0.13 100% 0.00 0.0% 90% 0.03 17.0% 2% 0.11 2.0% 19.0%
EX 2 0.08 100% 0.00 0.0% 90% 0.02 27.0% 2% 0.06 1.0°/a 28.0%
Total 0.21 22.4%
Y:�3970000.a11�3974501AExcet�Drauiage\3974501 Urai��uge_Culcs_v2.O5xlsm Page 1 of I 620/2017
STANDARD FORM SF-2
TIME OF CONCENTRATION
Subdivision:
Location: Fort Collins
Project Name: 1016 W Mountain Avenue
Projed No.: 39745.01
Calculated By: AJH
Checked By:
Date: 6/15/17
SUB-BASIN INITIAL/OVERLAND TRAVELTIME tc CHECK
DATA (T;) (Tt) (URBANIZED BASINS) FINAL
BASIN D.A. Hydrologic %Imp. CZ Cloo L So t; L� So K VEL. t� COMP.t� TOTAL Urbanizedt� t�
ID (ac) Soils Group (%) (ft) (%) (min) (ft) (%) (ft/s) (min) (min) LENGTH (ft) (min) (min)
A 0.10 C 51% 0.61 0.77 5.84 11.3% 1.0 135 0.5% 20.0 1.4 1.6 2.5 140.8 11.7 5.0
B 0.08 C 31% 0.45 0.56 43 0.4% 10.7 50 1.2% 7.0 0.8 1.1 11.8 93.0 13.7 11.8
C 0.03 C 51% 0.62 0.77 30.41 2.5% 3.6 75 0.5% 8.0 0.6 2.2 5.8 105.4 11.1 5.8
EX 1 0.13 C 19% 0.34 0.43 97.35 0.8% 14.5 26 0.5% 8.0 0.6 0.8 15.3 123.3 15.5 15.3
EX 2 0.08 C 28% 0.45 0.56 43 0.4% 10.7 50 1.2% 7.0 0.8 1.1 11.7 93.0 14.2 11.7
NOTES:
t�=t;+tt
t; _ (0.395*�1.1 - C5�*(L)^0.5)/((Sa)^033)
t; = overland (initial) flow time (minutes)
S= Average Slope along the overland flow path, ft/ft
t � =L/(60K*(So)^0.5
tt = channelized flow time (minutes)
S = waterway slope, ft/ft
V� =travel time velocity (ft/sec) = K* 0^0.5
Table 6-2. NRCS Conveyance Factors, K
(Equation 6-2J
(Equation 6-3J
(Equation 6-4J
First Design Point Time of Concentration:
r�=(ss-ss*r�+���6o*(zn*r+1z)*(so)^o.s� (Equation 6-5)
i= imperviousness (expressed as a decimal)
t� is lesser of Equation 6-2 and Equation 6-5.
For Urbanized basins a minimum t� of 5.0 minutes is required.
For non-urbanized basins a minimum t� of 10.0 minutes is required.
Type of Land Surface
Heavy Meadow
Tillage/field
Short pasture and lawns
Nearly bare ground
Grassed waterway
Paved areas and shallow paved swales
K
2.5
5
7
10
15
20
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STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
Subdivisian:
Locatian: Fort Collins
Design Storm: 2-Year
Project Name:
Project No.:
Calculated By:
Checked By:
Date:
1016 W Mountain Avenue
39745.01
A1 H
6/15/17
DIRECTRUNOFF TOTALRUNOFF STREET PIPE TRAVELTIME
u
3 ` a,
—LL° o u
STREET � a LL � fl- REMARKS
'o .... o v v Y _.
a � Q w c 'u ^ � u � � o " �- o N u � >
� a s — � a r ;� a a �, a � �= _
ao c � o 'E Q c a c o o_ a a a, a � o E
v a
o m Q � u � U " u � U 04 v�i u U v�i a u 01 >
2-Year I
Y Concretc Pan
1 A 0.10 0.61 5.0 0.06 3.20 0.2 �.8 O.OS I 2J1 0.2 Outfall into allcy at north prope�Ty line
Southeast property outlall with exislinecondition
2 B 0.08 0.45 11.8I 0.04I 2.07I 0.1 I I I
3 C 0.03 0.62 5.8I OA2 2.71 0.1
I I I
� I � �
Exisdng 2-year I I I
1 EX 1 0.13 034 15.3 0.04 1.85 0.1 I I
2 EX 2 0.08 0.45 11.7 0.04 2.07� 0.1
I I � I II
I
I I I I I
I I I I I
Notes:
Carryover (Street) and Captured (Pipe) C*A values are determined by Q�o/i or Q�AP/1 using the catchment's intensity value.
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STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
Subdivision:
Location: Fort Collins
Design Storm: 100-Year
Project Name: 1016 W Mountain Avenue
Project No.: 39745.01
Calculated By: A1H
Checked By:
Date: 6/15/17
DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME
� w v
v � L
STREET a° 'u u° ..., - .--, .-. - ..., ' ° �-°° ' v �. a REMARKS
C � Q C Q L C Q L � C � '- s r. �
04 N � � '� Q � �� Q � a � oo a v c �o '�
v ,� v � _. " _. �- o v o a v
o m � u U " u U v, v, o v, a °1
1 A 010 0.77 5.0 0.07 9.95 OJO 5.8 0.09 9.44 0.85
2 B 0.08 0.56 11.8 0.05 7.21 0.36
3 C 0.03 0.77 5.8 0.02 9.44 019
Existing 2-Year �
1 EX 1 0.13 0.43 15.3 0.06 6.45 0.39
2 EX 2 0.08 0.56� 11.74 0.05 7.21 0.36
X:\3970000.u11\3975?01\Laccl�DrninagcL97J50i Drai�a�c Calca� v2.U5.xlsm P&gc I ofl G/20/2017
8" PVC Pipe
Project Description
FriU�on p,'+Ahad
So 1 v e Fot
Input Data
Ro�gnnes; Co��Cie�t
Chsnrsd 9ope
Normaf D�Ih
D�ame§er
D, s �targe
Resufts
DiSct�a�ge
Florms! De�lh
FI o w ,4rea
'.M1'etted Pe►imeCa
Top'A�
Critical t3ep0�
PercentF�
Cnticd 9ope
Veioaty
Vetoc�ry Head
Specific Ers�gy
Froude Mumber
l.�axEmum Q�sc��•_=
Dischargz t=tr
Slo�e Fu0
F i ae, T}�
GVF Input Data
Do�vnstream C�
Lengfi
rlumber rJf Steps
GVF Output Data
I�Sann i n g Fortrxta
Fuli Flo�y Capsaly
� t, D�� : :;�
o.oto
0_00500 ft1ft
0.67 R
G.67 R
1_ti ft'!s
i . i l ft'IS
0.67 ft
0.35 ff
2.09 ft
0.0f? ft
0_50 R
100_0 %
0.00601 ft1ft
3_ 18 R1s
G.15 ft
G.82 ft
Q. �0
t t 9 ft'1s
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Q. �6 ft
0
Upstream Deph �-� ft
Profite �Jesaipion
ProfiieHeadbss O.Ofi ft
Aversge End �epQ� Ovcr E� 0.00 96
NormaiDepthOvaF� 1��� %
Be�Ury Systesns, lna Haestad Nethods SoluRon Center Bentley FtowMasEer (D8.01.07f.00]
616�2017 4:41_28 PM 27 Siemons Compan�r Dnve SuYte 200 W Watertown. CT 05795 U5A +1-2ff3-755-1666 Page t of 2
Appendix C
❑7200 South Alton Way, Suite C400 ❑ 130 East Kiowa Street, Suite 400 ❑� 2900 South College Avenue, Suite 3D
Centennial, C080112 Colorado Springs, C080903 Fort Collins, C080525
303-740-9393 � Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 � Fax 303-921-7320
EXISTING $ p
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LEOEND
BASIN SUMMARY TABtE
I D BASIN DESIGNAlION ;
. a q.� Q_;o � B I.D.�6A9N IDENTFlER Q
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--61W-- E%ISTNG INOEX CONTOURS (5') ORICINAL SCALE: t' - 10' � Q
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—c,oa— aeoaosEo iNoex caHrouas (,•) ENOINEER'S STATEMENT ,�, r�� �- p
PROPOSED INIERMEDIAiE CONTOURS (0.25') PREPARE� IIN�ER MT �IRECT SIIPERVISION ^//�j�,
b EXISTNC FLOW OIRECiION �§{}�J a
-+ PRWOg� FLOW �IREClION �"f:���:
iIMOIHY JAMES HALOPOFF, P.E c. e, ��' � SNEEf 2 OF 2
o rv0. a]ssa � J'IpNALEN
FOR ANO ON BEHALF OF JR ENCINEERING. LLC. JOB N0. 39Jh5.01
Appendix D
❑7200 South Alton Way, Suite C400 ❑ 130 East Kiowa Street, Suite 400 ❑� 2900 South College Avenue, Suite 3D
Centennial, C080112 Colorado Springs, C080903 Fort Collins, C080525
303-740-9393 � Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 � Fax 303-921-7320
why use the
S CO U RST� P SYSTE M?
ScourStop transition mats protect against erosion and scour at culvert
outlets with a vegetated solution in areas traditionally protected with
rock or other hard armor.
ScourStop is part of a system that includes semi-rigid transition mats
installed over sod or turf reinforcement mats. Each 4' x 4' x'/�" mat is
inade of high-density polyethylene and secured tightly to the grouud
with anchors.
�_. -t�y
-. •'�,�
.- s, s
.�. ��� -� �. � � �
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Circular Culvert Outlet Protection
VELOCITY _< 10 FT/SEC 10 < VELOCITY < 16 FT/SEC
PIPE TRANSITION QUANTITY TRANSITION QUANTITY
DIAMETER
MATWxL OFMATS MATWxL OFMATS
12" 4' x 4' 1 4' x 8' 2
24" 8' x 8' 4 8' x 12' 6
36" 8' x 12' 6 12' x 20' 15
48" 12' x 16' 12 12' x 24' 18
60" 12' x 20' 15 16' x 32' 32
72" 16' x 24' 24 20' x 36' 45
These are minimum recommendations. More ScourSto� protection may be needed depending
upon site and soil conditions, per project engineer.
- If velocity is greater than 16 fps, contact manufacturer for design assistance.
-�c�xn�Sttip mats harc h��cn .hu���i� t�� at lca.t �luuhl�� thc ��(lccti��cncs,, u( turl�
reinforcement mats.
- ScourStop fitlly vegetated chamlel (2:1 slope): velocity = 31 ips,
shear stress = 16 psf.
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1. ScourStop mats must be installed over a soil cover: sod, seeded turf reinforcement mat (TRM), geotestile, or a comUination thereof:
2. I���r slccp slupcs (%1O!Ss�) ur hirhrr vcl��iilics (>IO (l/sc�), su�1 is lhc rc�uninlcil�lc�1 s��il <<�F'cr.
3. Follow manufacturer's ScourStop Installation Guidelines to ensure proper installation.
�I. Inslall Sc��urSl��p nr<�ls al �uaxinuui� I_''„ hrluw ll�,t��liuc �,1 �ul��crt �,r �ul��crt a��r�,u. (N�, tvatcrl��ll in���arts ��nt�, ti��,urSt��p uiats.)
5. Performance of protected area assumes stable downstream conditions.
0
7
Transition mat apron protects
culvert outlet.
'Width of protection:
Bottom width of channel and up
both side slopes to a depth at
least half the culvert diameter.
Protect bare/disturbed downstream
soils from erosion with appropriate
soil cover.
Use normal-depth calculator to
compute for downstream protection.
CULVERT OUTLET PROTECTION - PLAN VIEW
MAX. 1"-2" DROP OUTLET AND CHANNEL SCOUR PROTECTION
FROM CULVERT FLOWLINE (TRANSITION MATS)
_ CULVERT FLOWLINE ONTO SCOURSTOP MATS � � '? � ,�� �' �-
��,' ,�, �� _,; ,i`. �' :
PROFILE VIEW
SECTION VIEW AA SOIL COVER
• •
•
DIRECTION � �
OF FLOW
� •
LENGTH OF PROTECTION
•
•
•
•
RECESSED
� � -� LOCK
\ y`.`_�� ASHER
\`i-= /
I \
� � ��I �� TR4NSITION MAT
\ � 36" ANCHOR STRAP
� BULLETANCHOR
•
ANCHOR PATTERN
Abut transition mats to end of culvert or culvert apron.
Adjacent mats abut together laterally and longitudinally.
Minimum 8 anchors per mat.
Extra anchors as needed for loose or wet soils.
Extra anchors as needed for uneven soil surface.
ANCHOR ILLUSTRATION
Install anchors per ScourStop Installation Guidelines.
Minimum depth 24" in compacted, cohesive soil.
Minimum depth 30" in loose, sandy, or wet soil.
Extra anchors as needed to secure mat tightly over soil cover.
�� �
HANES�G�O COMPO�IENTS' A LEADER in the GEOSYNTHETIC and EROSION CONTROL industries
A�1���r� �� coMPAN� Learn inore about our products at: HanesGeo.com I 888.239.4539
the green solution to riprap
scourstop�
� � �
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OO 2014 Leggetf & Platt. Incorporated I 1G959_1114
ITR�AICITI(lAI �A�T �DI�/lAI I�nir_Tu I WIDTH OF PROTECTION*
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LEOEND
PROPOSED INDEX CONNURS —5�00—
PROPOSED INIERMEDIAiE CONTOURS
PROPOSED STORM SEWEfl
FlNISHEO GRADE ELEVA110N %%.%% FG
E%ISiING GRAOE ELEVAlION %%.X% EG
LOW POINT ELEVAiION %%.%% LP
HIGH POINT EIEVAlION %%.%% HP
PIPE INVERT ELEVAiION X%.%% INV
FlNISHm SURFACE ELEVAlION %%.X% FS
BASE FLOOD EL£VAlION %%.%% BGE
IX2ADE 9REAK %%.%% G6
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PREPARE� IIN�ER MT �IRECT SIIPERVISION �rj/���y{,
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�i: b
iIMOIHY JAMES HALOPOFF, P.E c. e, ��' � SNEEf OF 2
o rv0. a]ssa 4 J'��Nq�EN
FOR ANO ON BEHALF OF JR ENCINEERING. LLC. JOB N0. 39Jh5.01
iL ��liil;