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DRAINAGE INVESTIGATION
For
A PROPOSED ADDITION TO
"JAX"
1200 NORTH COLLEGE AVENUE
FORT COLLINS, COLORADO
Prepared for:
p
SCHMID ENGINEERING
1204 N. Lincoln Avenue
Loveland, Colorado 80537
"Revised" April 1994
Project No. HYD-129-94
Prepared By:
s
1MESSNER Engineering Associates
150 East 29th Street, Suite 225
Loveland, Colorado 80538
Telephone: (303) 663-2221
Civil and Environmental Engineering Consultants
April 14, 1994
Project No. HYD-129-94
Mr. Gregory Schmid, P.E.
Schmid Engineering
1204 N. Lincoln Avenue
Loveland, Colorado 80537
Dear Mr. Schmid,
The enclosed report represents revisions to our previous report. The revisions have been
requested by the City of Fort Collins staff following their review of the proposed the Utility
Plan and drainage investigation report for the proposed building addition to JAX located
at 1200 N. College Avenue, Fort Collins, Colorado.
This investigation was based upon the proposed site development plan and plat; proposed
site grading plan; on -site observations; and available topographic information. The
investigation was performed in accordance with the criteria established in the City of
Fort Collins "Storm Drainage Design Criteria and Construction Specification Standards"
manual and incorporates the comments and concerns expressed during the City staffs
review of the project.
Thank you for the opportunity to be of service to you. If you should have any questions,
please feel free to contact this office.
Respectfully Submitted,
MESSNER Engineering Associates
f%-I r � e', �
Dennis R. Messner, P.E.
DRM/mkm
Enclosures
Civil and Environmental Engineering Consultants
150 E. 29th Street, Suite 225 Loveland, Colorado 80538 Telephone: (303) 663-2221
Letter of Transmittal
Table of Contents
Scope
Site Description
Existing Conditions
Proposed Development
Erosion Control Measures
Conclusions and Recommendations
ii
2
2
Vicinity Map
Existing Conditions Exhibit
Floodway Exhibit
Grading & Drainage Exhibit
Calculations
Drainage Summary
n
SCOPE
The following report represents the results of a drainage investigation for a proposed
building addition to the existing "JAX" located at 1200 North College Avenue, Fort
Collins, Colorado. The purpose of this investigation is to determine the effects of the
proposed development on the area's existing drainage conditions and to determine the
improvements, if any. The appropriate sizing for any proposed improvements has been
determined so that the improvements may be incorporated with the construction of the
project. The conclusions and recommendations presented in this report are based upon
the proposed site development plan; proposed site grading construction plans; on -site
observations; and the available topographic information. The analysis was performed in
accordance with the City of Fort Collins "Storm Drainage Design Criteria and
Construction Standards" manual.
SITE DESCRIPTION
The entire "JAX" site is irregular and contains approximately 5.9 acres. The portion of
the site that is currently being considered in conjunction with the proposed building
addition is the area situated between the existing structure and Conifer Street. This area
is approximately 50 feet from the building to the curb and approximately 360 feet parallel
with Conifer Street. The site is located in the drainage basin boundary known as the DRY
CREEK BASIN. The site is located within the "Floodway" as depicted on the DRY CREEK
DRAINAGEWAY PLAN.
EXISTING CONDITIONS
The area being considered is used as an access drive and temporary parking. Several
trees and a landscaped strip have recently been established in the area between the curb
and the access drive. The ground surface has been graded to drain away from the
existing structures toward the street. The area between the existing structures and
Conifer Street slopes from South to North toward Conifer Street at rates varying from
3.5% to 0.7%. The area does receive a minor amount of run-off from the roofs to the
South. The run-off generated on the parking lot to the West flows southwesterly toward
the southern boundary of the site and then overland in a poorly defined drainage ditch to
Dry Creek. Run-off from the northern portion of the site that flows onto Conifer Street is
directed to the East in the existing curb and gutter. The run-off which is directed along
the curb and gutter ultimately flows into the detention facilities located at the intersection
of Conifer Street and Redwood Drive.
PROPOSED DEVELOPMENT
The proposed construction is to consist of the addition of approximately 3,500 square feet
of building together with associated access driveway and parking. The proposed building
addition will be situated in an area between existing structures. The building addition
area is presently used as an open storage area. The storage area has a concrete floor and
is partially enclosed by a metal structure. A paved access drive and parking area to be
constructed will provide a one-way east bound drive lane and parking for 17 cars. The
drive and parking will be located between the structure and Conifer Street. Access to the
site is to be provided through existing driveway cuts located at the east and west sides of
the existing structures. The proposed site plan indicates that the eastern third of the site
is to remain vacant. This investigation has considered that the access drive to the East of
the existing structures will be paved as a part of this construction or at a future date.
1
PROPOSED DEVELOPMENT (cont.)
The current City policies require that the difference between the historic rate of run-off
and the developed rate of run-off be detained onsite. The release rate is to be no greater
than the 2 Year Storm historic rate. The City's policies normally require that the flows in
the adjacent streets be incorporated with the onsite detention requirements. Conifer
Street has been constructed and slopes from West to East at a grade of approximately
0.4%. In order to divert the flow from the gutter onto the site and then route the flow
through an onsite detention facility, it would be necessary to have a minimum of 2.5 feet
of drop between the point that the flow would exit the gutter to the point that the flow
would reenter the gutter. This is not physically possible due to the extremely flat
topography on the site and the flat gutter slope of the existing street section. Therefore a
variance to the City's policy with regard to the detention of the adjacent street flows is
being requested.
EROSION CONTROL MEASURE
Erosion control considerations have been made based upon the short term, i. e., during
construction activities and the long term, through the life of the facility. The long term
measures incorporated to eliminate erosion are the proposed methods and materials to
be used to provide a surface covering for the driveways, parking areas, walkways and the
landscaped open areas. The structure and hard surfaced areas will provide a covering to
deter erosion. The landscaping will provide a combination of plantings and ground
covers to deter erosion.
The short term erosion control method to be incorporated into the construction
requirements for the project is the placing of a "Sediment Trap" at the detention pond to
retain mud and debris onsite. The proposed construction area is exempt from providing
wind erosion measures since it is less than one acre in area. The schedule for
construction activities is anticipated to be: April 11- April 22, perform demolition, site
preparation, and related construction; April 25 - May 6, foundation construction; May 9 -
July 19, building construction; June 6 - July 1, construct parking and drives, and install
landscaping and signage.
CONCLUSIONS AND RECOMMENDATIONS
1. The proposed development will retain the existing drainage patterns.
2. The site is located in the DRY CREEK BASIN. The site is located within a defined
floodway or flood plain.
3. All development is to be performed in accordance with City of Fort Collins criteria. A
request for a variance to the City's policy with regard to the detention of the adjacent
street flows is made as a part of this investigation. It is not physically feasible to route
the flow from the street through on -site detention facilities and back onto the street.
4. Onsite detention of stormwater is required by the City of Fort Collins. The volume of
run-off estimated to be the difference between the existing and the proposed condition
is 5,042 cubic feet. This volume has been determined based upon the difference
between the run-off from a 2 Year Storm at the current condition and the run-off
from a 100 Year Storm at the proposed conditions. The flow is to be released at a
controlled rate not to exceed 1.84 c.f.s.
5. The City of Fort Collins Standards for temporary erosion control measures are to be
incorporated with the construction activities.
2
EX14HII: ITS
No Text
i
1�
Scale: V = 100' /
CONIFER
The "Shaded" area depicts the specific area
under consideration in this Investigation
Arrows Indicate direction of drainage flow..
EXISTING CONDITIONS DATA:
Roofs = 20,920 sq.ft.
Paved Drives and Parking = 970 sq.ft.
Gravel Surfaced Drives and Parking = 21,065 sq.ft.
'Inimproved Area = 3,360 sq.ft.
TOTAL AREA = 46,315 sq.ft. = 1.063 ac.
EXISTING CONDITIONS EXHIBIT
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The information shown hereon has been taken from:
"Major Drainageway Planning - DRY CREEK - Fort Collins, Larimer County, Colorado"
Prepared by: Gingery Associates, Inc. for the City of Fort Collins, Larimer County and the
Colorado Water Conservation Board. dated April 1980.
Data taken from above referenced report that pertains to the subject site:
Cross Section 25 = Sta. 162 + 60
Thalweg Elevation @ Cross Section 25 = 4967.0
10 Year Elevation @ Cross Section 25 = 4967.7
100 Year Elevation gel Cross Section 25 = 4968.3
Floodway Elevation @ Cross Section 25 = 4969.1
Floodway Width @ Cross Section 25 = 640 ft.
W
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04
44
CALCULATIONS
Client: Schmid Engineering Project No. HYD-129-94
By: DRM Date: Feb 22,1994
(Revised Mar. 29, 1994)
Calculations for Drainage Investigation for JAX building addition located at 1200 N.
College Ave., Fort Collins, Colorado
Site area considered in this investigation = 1.063 acres± (Total Property Area =5.9 ±
acres)
The proposed construction is to consist of the addition of approximately 3,535 sq.ft. to the
existing commercial structure(s) together with the associated parking and access
drives.
Rational "C" Factor = 0.20 for Lawns and Landscaped Areas
It
it 11 = 0.95 for Roofs, Decks, Patios, etc.
it it to = 0.95 for Asphalt and Concrete Streets, Drives, and Parking
it of to = 0.50 for Gravel Drive and Parking
It
to" = 0.20 for Unimproved and Open Areas
of to = 0.20 for Railroad Right -of -Way
"C"avg (Existing):
Lawns and Landscaped Areas = 0 sq.ft.±
Roofs, Decks, Patios, etc. = 20,920 sq.ft.±
Streets, Drives, and Parking = 970 sq.ft.±
Gravel Drive and Parking = 21,065 sq.ft.±
Unimproved and Open Area = 3.360 sg,ft.±
Total Area = 46,315 sq.ft.±
"C" avg = ((0 x 0.20) + (20,920 x 0.95) + (970 x 0.95) + (21,065 x 0.50) + (3,360 x 0.20)) + 46,315
"C"avg (Proposed):
"C" avg (Existing) = 0.691
Lawns and Landscaped Areas
Roofs, Decks, Patios, etc.
Streets, Drives, and Parking
Gravel Drive and Parking
Unimproved and Open Area
Total Area
6,580 sq.ft.±
20,235 sq.ft.±
19,250 sq.ft.±
250 sq.ft.±
0 SQ.&
46,315 sq.ft.±
"C" avg = ((6,580 x 0.20) + (20,235 x 0.95) + (19,250 x 0.95) + (250 x 0.50) + (0 x 0.20)) + 46,315
"C"avg (Proposed) = 0.841
Page 1
Client: Schmid Engineering Project No. HYD-129-94
By: DRM Date: Feb. 22,1994
(Revised Mar. 29, 1994)
EXISTING CONDITIONS TIME -OF -CONCENTRATION
Time of Concentration overland from Roof to Flowline of Gutter ® easterly limit of area
considered.
Time for flow to travel from roof to ground = 5 minutes
Time for flow to travel from ground to street with Distance, L = 50' and Slope = 2%,
From Fig. 602 Velocity = 1.45 ftJsec.
T(min.) = L(ft.) + [Vel. (ftJsec.) x 60 minJsec.]
T = 50 + [1.5 x 60 ] = 0.55 min.
Time for flow to travel in gutter with Distance, L =335' and Slope = 0.4%,
From Fig. 602 Velocity = 1.5 ftJsec.
T = 335 + [1.5 x 60 1 = 3.72 min.
Therefore, T Total = 5.00 + 0.55 + 3.72 = 9.27 min.
USE 10 minutes as Time of Concentration
12 ® 10 min. = 2.50 inJhr. Iio ®10 min. = 4.40 inJhr. Iwo ®10 min. = 7.25 inJhr.
RUN-OFF
Run-off, Q= C x I x A x Cf A= 46,315 + 43,560 =1.063 acre f
Cf at 2 year Storm = 1.0 Cf at 10 Year Storm = 1.00 Cf at 100 Year Storm =1.25
RUN-OFF FROM SITE AT EXISTING CONDITIONS:
Q2 = 0.691 x 2.50 x 1.063 x 1.00 =1.84 c.fs.
QYo = 0.691 x 4.40 x 1.063 x 1.00 = 3.23 c.fs.
Qioo = 0.691 x 7.25 x 1.063 x 1.25 = 6.66 c.fs.
Proposed Conditions Tc = IJ180 + 10 Tc = 385/180 + 10 =12.14
USE 10 minutes as Time of Concentration
12 ®10 min. = 2.50 inJhr. Iio ®10 min. = 4.40 inJhr. Iioo @ 10 min. = 7.25 inJhr.
RUN-OFF FROM SITE AT PROPOSED CONDITIONS WITHOUT DETENTION
Q2 = 0.841 x 2.50 x 1.063 x 1.00 = 2.23 c.£s.
Qio = 0.841 x 4.40 x 1.063 x 1.00 = 3.93 c.fs.
Qioo = 0.841 x 7.25 x 1.063 x 1.25 = 8.10 c.£s.
Page 2
Client: Schmid Engineering
By: DRM
Proj. No.: IM-129-94
Date: Feb. 25, 1994
(Revised Mar. 29, 1994)
DETENTION VOLUME DETERMINATION FOR 'RATIONAL METHOD"
Time
(min.)
Q100 Prop.
(c.f.s.)
Vol. @ Q100
(cu.ft.)
Q dis. ® 2 Yr.
(c.f.s.)
Vol. dis.
(cu.ft.)
Vol. Diff.
(cu.ft.)
10
8.10
4,861
1.84
1,102
3,759
15
6.70
6,034
1.84
1,653
4,382
20
5.81
6,973
1.84
2,204
4,769
25
1 5.14
7,711
1.84
2,754
4,956
30
4.64
8,348
1.84
3,305
41M
40
3.91
9,387
1.84
4,407
4,980
50
3.35
10,057
1.84
5,509
4,548
60
2.91
10,460
1.84
6,611
3,849
Q = CIACf
Q2 Existing = 0.691 x 2.50 x 1.063 x 1.0 = 1.84 c.f.s.
At Q100 Proposed = 0.841 x I x 1.063 x 1.25 =
Therefore, a minimum of 5,042 cu. ft. of Detention Storage Volume is required
DETENTION VOLUME CHECK OF PROPOSED POND
Elevation
Area
(S .Ft.)
Avg. Area
(S .Ft.)
Elevation Diff.
(Ft.)
Volume
(Cu.Ft.)
Sum of Volume
(Cu.Ft.)
(Outlet)
0.00
100
2,619
1
2,619
2,619
1.00
5138
5,311
0.25
1,328
3,947
1.25
5484
5,662
0.25
1,416
5,362
1.50
5840
5,362 z 5,042 Therefore, sufficient volume is available in the pond at a depth of 1.5 feet.
Page 3
Client: Schmid Engineering
By: DRM
DETERMINE OUTLET ORIFICE SIZE
ORIFICE Equation, Q = 0.56 A42gh
Q = 1.84 c.f.s.
g = 32.2
Project No. HYD-129-94
Date: Feb. 22, 1994
(Revised Mar. 29, 1994)
A = Area of Orifice Opening
h = Headwater depth in feet
A = Q + 0.56 42gh = 1.84 + [0.56 x 4(2 x 32.2 x 1.5)]
A = 0.33 sq.ft. for Round Opening A = n r^2
r = 4A/n r = 40.33n = 0.325 ft. = 3.9 in.
Check with 8" dia. pipe A = 0.349 sq.ft. h =1.167 ft.
Q = 0.56 x 0.349 4( 2 x 32.2 x 1.5) = 1.92 = 1.84 OK
Therefore USE 8" dia. pipe for outfall to street
DETERMINE OVERFLOW SIZE
WEIR Equation, Q = CLH^3/2 C = 3.0
Q=8.1Oc.f.s. L=5ft.
H = Q + (CL^3/2)
H=[8.10+(3.Ox5)]^2/3=0.66ft. <1ft. OK
Therefore USE 5 ft. wide bottom @ overflow section
DETERMINE SWALE SIZE
Q = 1.486/n A R^2/3 CIS Swale w/ 2.5' bottom & 4:1 side slopes
@ 1.0 ft. depth: A = 6.5 sq.ft. Wp = 10.75 ft. R = A / Wp = 6.5 / 10.75 = 0.605
S = 0.40%
n = 0.030 (grassed swale)
.7-11 . 1 .1 1 11
1 1 1
Q=14.6c.f.s.>>8.10 OK
Therefore, USE I'Deep Swale w/ 2.5 bottom & 4:1 side slopes
Page 4
RAINFALL PERFORMANCE STANDARD EVALUATION
a
PROJECTS JAR• - Building Addition STANDARD FORM A
Rev. Mar. 29, 1994
COMPLETED BY: Dennis Messner DATE: 2-28-94
DEVELOPED
ERODIBILITY
Asb
L9b
Ssb
Lb
Sb
PS
SUBBAgIN
ZONE
(ac)
(ft)
(t)
(feet)
(t)
M
Moderate
0.67
450
0.5
72.7
Note that Cit
's "Wind
rodibilit
Map" do
s not acc
rately re
lect
the highly sa
y-gravel
nature th
t exists.
Note that the
rea.cons
dared is
he area
hat will
a open an
subject
to possible a
sion•and
does not
nclude a
isting st
uctures aid
pavemert
considered as
part of
the drain
ge inves
igation.
MARCH 1991 8-14 DESIGN CRITERIA
EFFECTIVENESS CALCULATIONS
PROJECT: JAX - Building Addition STANDARD FORM B
COMPLETED BY: Bennis Messner DATE:Mar:f 29, 1994:
Erosion Control C-Factor P-Factor
Method Value Value Cominent
Bare Soil 1.00 1.00 @ Detention Pond
Gravel 0.05 1.00 @ Existing Drives
Straw Bale Barrier 1.00 0.80 @ Pond Outlet
Landscaped Area 0.45 1.00 @ Existing Street Scap
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(AC)
CALCULATIONS
72.7
0.67
Bare Soil = 0.17 ac. Landscaping = 0.08 ac.
Gravel = 0.42 ac.
Wtd. "C" - Factor =[(0.17xl.00)+(0.08xO.45)+(0.42xO.
0.67
= 0.34
Wtd. "P" - Factor = 0.8Oxl.0Ox1.00xl.00 = 0.80
Eff = [ 1 - (0.34xO.80)] x 100 =72.8 ? 72.7 OK.
i5)]
MARCH 1991 9-15 DESIGN CRITERIA
CONSTRUCTION SEQUENCE
PROJECTS ,TAR - Building Additinn
STANDARD FORM C t
vNCE FOR 19 �94 ONLY COMPLETED BY$ -Dennis Mecanar DATES 2-28-94
Indicate by use of a bar line or symbols when erosion control measures will be installed.
Major modifications to an approved schedule may require submitting a new schedule for
approval by the City Engineer.
YEAR 1 1994
MONTH Apr -May IJunelJuly)
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughening
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettinge/Mats/Blankets
Other
NOT APPLICABLE
STRUCTURES: INSTALLED BY MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS-ON-
MARCH 1991 8-18 DESIGN CRITERIA
STORMWATER DETENTION SUMMARY
SITE DRAINS TO DRY CREEK BASIN
GROSS SITE AREA = 5.9 ACRES t
NET SITE AREA (EXCLUDING CONIFER STREET R-O-W) = 46,315 SQ.FT.
= 1.063 ACRES t
EXISTING "C" = 0.691
PROPOSED "C" = 0.841
CRITERIA BASED DETENTION VOLUME = 5,042 cu.ft.
PLAN DETENTION VOLUME = 5,362 cu.ft.
MAXIMUM DEPTH OF DETAINED WATER = 1.5 ft.
PEAK DISCHARGE, Q = 1.84 t c.f.S.
April 15,1994
Project No. HYD-129-94
Mr. Glen D. Schlueter
Stormwater Utility
City of Fort Collins
235 Mathews
P.O. Box 580
Fort Collins, Colorado 80522-0580
Re: Proposed Addition to JAX, 1200 North College Avenue, Fort Collins, Colorado
Dear Mr. Schlueter,
The subject project's estimated erosion control security amount has been determined to
be the minimum amount required by the City of Fort Collins. Therefore, an amount of
$1,000.00 should be included for the erosion control guarantee along, with any other
surety requirements that are a part of the City's "Developer's Agreement."
If you should have any questions or desire additional information, please feel free to
contact this office.
Respectfully Submitted,
MESSNER Engineering Assocciates
Dennis R. Messner, P.E.
cc: Mr. Greg Schmid, P.E., Schmid Engineering
Mr. Jim Quinlan, JAX
Civil and Environmental Engineering Consultants
150 E. 29th Street, Suite 225 Loveland, Colorado 80538 Telephone: (303) 663-2221
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