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FINAL DRAINAGE REPORT AND,
EROSION CONTROL PLAN
for 'Final A pr ived Report
4 =Date / 111 r�--
FORT COLLINS HOUSING AUTHORITY
1216 MAPLE STREET
FORT COLLINS, COLORADO
Prepared by
The Engineering Co.
December 1992
11
December 15, 1992
FILE: 92-037
City of Fort Collins
Stormwater Utility
235 Mathews '
Fort Collins, CO 80524
ATTENTION: Glen Schleuter
Dear Glen:
Enclosed is our Final Drainage Report and Erosion Control Plan for 1216 West Maple.
We have revised this report to include 1218 West Maple as we discussed. The spillway, as previously
designed, is adequate to handle these additional flows. We have addressed your final concerns with the
submittal of this report.
If you have further questions or comments, please feel free to contact myself.
Sincerely yours,
Rick R. Pickard, P.E.
The Engineering Co.
Enclosures
The Engineering Co.
2310 East Prospect
Ft. Collins, CO 80525
Phone (303) 484-7477
�U _V, v 14
FINAL DRAINAGE REPORT
AND
EROSION CONTROL PLAN
for
i
FORT COLLINS HOUSING AUTHORITY
1216 MAPLE STREET
PREPARED BY
TEC, THE ENGINEERING CO.
2310 EAST PROSPECT ROAD
FORT COLLINS, COLORADO
RICK R. PICKARD, P.E.
SEPTEMBER 1992
RGviSCd bece4'"'° / f F2
TABLE OF CONTENTS
I. INTRODUCTION
Scope of Work
Executive Summary
II. HYDROLOGY AND HYDRAULICS
A. Introduction
B. Design Objectives and Approach
C. Hydraulic Analysis
III.. DRAINAGE DESIGN
A. Scope of Design
,IV. TECHNICAL APPENDIX
CITY OF FORT COLLINS
VICUTY MAP
r
0 1 MILE
Scale 1" = 1 /2 MILE
I
' I. INTRODUCTION
' The City of Fort Collins Housing Authority is developing a multi -family area at 1216 Maple Street in
Fort Collins, Colorado.. This 0.37-acre site originally was vacant with the exception of an older home
' on the adjacent lot (1218 Maple Street) that was removed. A four-plex building will be moved onto the
site and placed on a permanent foundation. A paved drive will provide access to the site, and an asphalt
t parking lot will provide parking for the tenants. The site is bordered to the north by existing homes
along Cherry Street, to the west, south, and east by existing homes bordering Maple Street. This site
does include a small portion of right-of-way as approximately thirty (30) feet of the incoming drive lies
' adjacent to Maple Street. A proposed residence at 1218 West Maple comprises the rest of the frontage
along Maple Street. This residence has been replaced by another building that was similar in size.
' Therefore, there is no net change and, under Stormwater requirements, does not require a separate
drainage study. Erosion control is still required for both residences.
A. Scope or Work
' The areas of emphasis, included as part of this investigation, are:
' 1. A hydrologic analysis
2. Analysis of detention considerations
' B. Executive Summary .
' This report was prepared for the Housing Authority four-plex to be located at 1216 West
Maple Street in Fort Collins, Colorado to evaluate drainage improvements required as
a result of the work proposed to develop the site.
Improvements to the site will include the construction of a 20-foot-wide paved access
drive from Maple Street north to the asphalt parking lot proposed for construction. A
detention pond will be incorporated into the regrading and revegetation of the grounds
to the north, south, and west of the building. Release for this pond is currently planned
for the northwest corner of this property. Easements are currently being negotiated
between -the Housing Authority and the affected property owners. This agreement will
be in place prior to approval by City staff and Council. Elevated decks are planned for
each unit and will not interfere with the grading or workability of the detention pond.
To properly drain this site, a swale has been incorporated as part of the regrading to
direct runoff towards the detention pond. Considerations have been made to handle both
the minor and major storms. In the event the outlet plugs, the grading immediately
L
above the outlet will act as a spillway to safely convey this overflow to the proposed
release point.
' 11. HYDROLOGY AND HYDRAULICS
' A. Introduction
The hydrologic techniques and analytic tools utilized in the design flow hydrology for the
' Housing Authority site are described in this section. The facilities constructed as a result
of this analysis will convey the runoff resulting from storm events with the design
' frequencies of 2-year and 100-year recurrence intervals.
B. Design Objectives and Approach
'
The objective of the hydrologic analysis for the Housing Authority site concentrates on
'
two principal issues:
1. To investigate the impact of the proposed development upon the changes
'
in the magnitude of storm runoff.
2. Designing for the conveyance of storm runoff by means of appropriate
'
strategies as specified by the applicable drainage criteria of the City of
Fort Collins. This will include the design and construction of a
stormwater detention pond with a release rate equal to the 2-year historic
'
runoff.
The Rational Method (in widespread use in the Colorado area) will be utilized for the
'
determination of the runoff magnitude from the site in the developed condition and to size
the appropriate means of conveying this runoff.
'
The limit of application of the Rational Method is approximately 160 acres. Because the
site is 0.37 acres (more or less), the Rational Method will be used for this analysis.
'
Accomplishing the modeling objectives has been attained through a sequence of model
'
simulation runs for contributing Basin "A" (see Exhibit A). Basin "B" will not
detention due Flows from
contribute to the sizing of the pond to the proposed grading.
this area, along with those from 1218 West Maple, have been determined so as to predict
'
the amount of runoff projected to spill onto West Maple Street. This is the historic
pattern for runoff in the southernmost extremities of this site and will not be affected by
this grading plan. The 100-year runoff (in the developed condition) and the 2-year runoff
'
(in the historic condition) have been used for the design of the detention pond.
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C. Hydraulic Analysis
Historic and Developed Conditions
The site historically drains from south to north. By examining the site prior to the
earthwork done.recently, it is evident that any runoff from this site ran into the yards of
the adjacent homes to the north. This runoff, as a result of the improvements to this site,
will be collected and released at a controlled rate. Given the constraints of the site
(positive sloping from the building and the detention pond), the grading scheme was
designed to allow the building to be placed on the high point of the site. Runoff from
the most remote part of the site will flow as a result of the regrading to the incoming
drive, continuing to the parking lot where a release point has been provided to direct
runoff to the detention pond through a grass -lined swale. Stormwater runoff from the
building downspouts will be collected by either the parking lot to. the east or the grassy
areas to the south, north, and west. Runoff from the parking lot to the west has, in the
past, been allowed to flow to the western limit of this property. Due to the regrading of
this site and the placement of the detention pond, these flows will be intercepted and
' rerouted to the north joining the controlled release from the pond. The accompanying
calculations and analysis have been included as part of this Drainage and Erosion Control
Report. This information is included as part of the Technical Appendix.
' IIL DRAINAGE DESIGN
A. Scope or Design
1
The site is proposed for a four-plex and accompanying parking lot use. Because we will
be changing the site from a vacant lot to a concentrated use of rooftops, paved drives,
and parking lots, the permeability of the site is altered. We have considered a composite
"C" factor when calculating the developed storm runoff. The developed condition will
include downspouts to collect runoff from the roof of the building and direct flows to the
parking lot and landscaped grassy areas. The parking lot and grass swales would then
collect and convey runoff to the detention pond. To prevent erosion around the inlet and
outlet of the discharge pipe, we will use an erosion control fabric called Miramat 2400.
This fabric is an alternative to riprap. Maintenance of this area of the detention pond
with this fabric will allow for easy maintenance. Product literature for this fabric has
been included in the Technical Appendix of this report. The outlet from the pond would
include a 6-inch diameter pipe. This pipe will outlet to the northwest corner of the
property where it will join any flows from the parking lot to the west into an earthen
ditch. This ditch will then transport flows to the north onto Cherry Street. An
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agreement and accompanying drainage easement is being negotiated by the applicant and
the affected property owner and will be ready prior to Council approval.
SUMMARY
By elevating the proposed four-plex building to the elevation shown on the grading plan and constructing
the detention pond and grass -lined swales, the overall scheme of drainage has been accomplished. The
combined use of the parking lot, grass swales, detention, and stone riprap insures a safe, economical, and
sensible means to direct storm runoff in both the minor and major storm events.
In the event of failure in the outlet pipe, the pond would release through the spillway and, therefore, not
endanger the safety of the property or the adjacent downstream homes.
If the recommended construction (as illustrated on Exhibit A and outlined in this report) are implemented,
we feel the site will adequately handle the runoff for the minor, as well as the major, storm.
The site, as proposed and designed, meets current City of Fort Collins criteria.
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VEI-0(ATY IN FFF-t 1'E11 SL=COND
FIGURE 3-2� ESTIMALE OF AVERAGE FLOW VELOCITY I -OR
USE WITH THE RA-IIONAL. FORMULA.
4 MOST FREOUEN I l-Y OCCURRING "UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCF: "Ihban Hydrology F(ll Small Walo,sheds Tpr.lu,ical
Relea::e No. 55, USDA. SCS Jan. 1975.
5 1 84
URBAN DRAINAGE & FLOOD CONTROL DISIIIICI
' DRAINAGE CRITERIA MANUAL RUNOFF
' V = 0.47 ft/sec.
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= 75 minutes
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tt to find
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= ti + tt
(Equation 3-2)
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= 31 + 75 =
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' 3.4.2 Time of Concentration In Urbanized Basins
Overland flow in urbanized basins can occur from the back of the lot to
' the street, in parking lots, in greenbelt area, or within park areas. It can
be calculated using the procedure described in Section 3.4.1 except the travel
time tt to the first design point or inlet is estimated using the "Raved Area
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distance should not exceed 300 feet. Also, the time of concentration at the
first design point in an urbanized basins using this procedure should not
exceed the time of concentration calculated using Equation 3-4. Equation 3-4
' was developed using the rainfall/runoff data collected in the Denver region
and, in essence, represents regional "calibration" of the Rational Method.
' tc = L + 10 (3-4)
180
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In which tc = time of concentration at the first design point
' in an urban watershed (minutes)
L watershed length (feet)
' Normally, Equation 3-4 will result in a lesser time of concentration at
the first design point and will govern in an urbanized watershed. For
subsequent design points, the time of concentration is calculated by
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3.111
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3.32
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3.32
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2.61
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3.32
3.32
3.32
3.32
3.32
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of III(- wcat ou ulrc611ui+sl 41joipnu•ul• suds as gatcs, vafvas• and I111 cs, (11.
..tirdilnosd:d ion it' I(cscrvoifs, 1':qu•f 2227, 1'ruusactions of 16r :\uu•rivnn swivfy set' Civil
F;nginitcrs• rut. 109, pp. 1017-1067, IUIL)
IN -position of sill 11•sulls wlscn Ilse trausporliog fibres e,f a ricer arc dissipaled as the ricer
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the dear walrr ill loll n•srrvuir ;[tell umy form a Itensity r'urlimt, rather lh:u1 joking wills Ibc
vicar wolcf iounrdialviy, r\ drasily eo"col, once IIII'lled, quickly inures le, the llutlseen :usd
Ilo++s is a d1•usr dood du+vn the slopes nl*lhr resrrvuir until it is Mocked by ILc dam. 'I'llc d1•usr
Ilua'thin spreads t'ul its this duper aura, where III(- stilling 7111•cl ul'Ihr basin eveulually mesas
deposit it'll of Ibr se(liment. I )rpusils of filllc srdiuurul losses ghoul one-third of ILc volume ell
silt drposils it' a resrrvuir. hLlch or all of lisis line sedinu•ul is Iroospolted toits final localities by
density rorrrnts. 'I'hr visible drlla Iilrmrd 6y IIIc roalse srdiusrnls frrgorelly dislfucts otlrn-
tion IFom ILA unsvet' hullonl deposits of liar srdiluenl, whirl) :III- olives ol'rgo:l vunsr•quruve.
Nlosl reservoirs Trap Drum 70 to alnulsl 100171, 111 the incuolirlg .sediment, drproding ell
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not ... ;tll% oulptwd sheeny allvr it slorol, :old se, ILc sosprt'drd ulcer ials are (.:l)ned out +with Ibc
ware hrlirtr sill ling r:al occur. •ibis procedure results in Ill.-rrdnrliu❑ of ur+v (I. -posits by
;lulus( :30F7'. altrf each storm. Slolagc reservoirs, oil III(- olhrr haled, ]lot Inally rrlain ally inflow
long voough fill sclllrnu•ul ell all suspended Illative le, orror. '111rif disl-h:ugcs arc o•gulActl In
allow gI-serration ulpu+err t'r It, produce a unilin ssl flow dunlists rlun will) else tht'ughl to the vrul-
fug Ill sill -laden stolen Iluws.
'I'hv greater pal I of Ihr• mnnl:l suspended sill load it' a slrr:ml Islay be cafrird it' a relalivel)'
sliofl liner. 'I'ho strv:uo Ions eouo alaikely (hall daring ILc rrolaissdel of the year.
\'enliog of murL of file amoral snspcedrd sill load is Ibesihly Ibrough the use of dcosily
rollcuts. 'I6csr eurrruls ale stable, onec l6lowd, :used olives exlrud le, file resrrvuir e,utlrl.
If drIIA15' rorrenls ;ur observed Lund lone liusr of arrival at the oul let drler Milord, appmpri: le
g;drs caul he opeucd and nmrh of the fine scdimcul culering a slnragc 1'1•srrvoir r:ul Le venlod
Lrlilre it has little: to In1111 perneuneul deposits. -I'his cooling operation eau exlvnd tier lili: Ida
n•srrvuir 6y Inauy yo:us.
'fbrrc lose• uunwnnns phruouo•ea that call lrslroy a reservoir, such as loss ol'sloragc capacily
Iry Inndslidr•, :md loss of ILc• (Loss by r•;1r16quakc, landslide, overlapping, or Illilow of materials.
'Ihr couonouvst illmuu•r ell drslruetinu. Lu+rew•r, is lluvmgh loss of lol;Ngc by deposiliuu ofsill.
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I
' SECTION 7. OPEN CHANNELS
Channels should be designed such that flows at critical depth or super critical flows are avoided. All open chan-
nels shall be designed to carry the major storm runoff (100-year recurrence interval). Lined channels shall be
' utilized when flow hydraulics, topography, or right of way limitations govern.
7.1 Lined Channels
Where conditions for unlined channels cannot be met, open channels shall be lined.
t
If supercritical flow is unavoidable, all concrete channel sections shall be continuously reinforced, both
longitudinally and laterally.
A minimum of one foot of freeboard shall be incorporated into major channels. Small channels shall
have either one foot of freeboard or additional capacity of approximately one-third (1/3) of file design
t
flow. The design of lined channels on bends or curves shall take into consideration the centrifugal and
gravitational forces on the flow within the channel section. Use the following equation to determine tine
water surface rise:
ty=CV'Wt
gr
Where y = Rise in water surface between a theoretical level water surface at the center line and out-
'
side water surface elevation (superelevation)
C = Coefficient (see following tabulation)
V = Mean channel velocity
'
W = Channel width at elevation of center line water surface
g = Acceleration of gravity
r = Radius of channel center line curvature
t Army Corps of Engineers' publication Hydraulic Design of Flood Control Channels, 1 July 1970
Use of the coefficient "C" in the above equation allows for the computation of the total rise in water
surface due to superelevation and standing waves for the conditions listed in Table 7-1.
'
Table 7-1
SUPERELEVATION FORMULA COEFFICIENTS
Flow Type Channel Cross Section Type of Curve Value of C
t
Tranquil Rectangular Simple circular 0.5
Tranquil Trapezoidal Simplecircular 0.5
Rapid Rectangular Simple circular 1.0
Rapid Trapezoidal Simple circular 1.0
'
Rapid Rectangular Spiral transitions 0.5
Rapid Trapezoidal Spiral transitions 1.0
Rapid Rectangular Spiral banked 0.5
'
All lined channels shall be protected from hydrostatic uplift forces by the use of either drain piping,
weep holes, or appropriate footings. Flow at the Froude number near 1.0 is unstable and should be
avoided. The concrete shall be finished, as close as possible, to the degree of roughness used in fire
'
design channel. Lined channels must have the bottom sloped so that the flow is channelized towards
the center line of the channel.
When lined channels with high velocity flows enter unlined channels with subcritical flow, a structure
for the purpose of dissipating energy shall be required.
'A combination of channel stabilization measures may be utilized if acceptable hydraulic conditions
exist, subject to approval by the City Engineer. Concrete, gabions, slope mattresses, riprap, and other
approved measures can be used. Gabions, slope mattresses, and riprap smaller than 12 inches shall
either be buried on maintainable slopes (4 to 1) or grouted to prevent vandalism.
1
MAY 1984
7-1
DESIGN CnITEn1A
No Text
I olI er wall shows hydration of
,'nit Volclay Panels
and prior to
after complete
ing capability and hydration of
Pa(g* may be Inhibited by contamF
(ter to most harmful types of
e concentrations of sail.
ere the salt concentration causes
s of swell to the Volclay, a specially
;all ster bentonite may be used In
e tl equirement for fresh water
;lay Panels are used in conditions
Dn ration would require fresh
ionregular Type 1 Panels. The
3ro water should be determined
1y merican Colloid Company.
Panel is installed in the same
ar Me 1 Panels. Special treat-
Iy ecessary in the event that
vet reclude the use of some
which may not bee -effective In
Inditions. For added protection
eti pe 1C SWB Panels are
tyhan
6" Thick
e u d beneath reinforced slabs
ran inches in thickness. This
1 t layers of corrugated card.
r 1 yers are empty, while the
tains Volclay bentonite. The outer
o absorb the pressure of the
pea when wetted. This mini.
r o ing thin slabs due to the
V y. Type 3 Panels are never
y are butted together and stapled
rstop-RX• Is a specially formulated joint
nl comprised of Volclay bentonite/butyl
a and supplied in coil form. It Is applied
hering the material to the butt end of
oncrete with FIX Adhesive or concrete cut
-an operation that requires a single laborer.
hydration, Waterstop-RX swells to form a
sating compression seal that completely
out water. This action also prevents water
lion along the waterstop and in keyways as
bra protection against penetration.
�s conventional waterslops and eliminates
ning, splicing and bonding, reducing labor
cents. Can be applied in virtually all dry
and temperature conditions. Independent
nts Indicate that Waterstop-RX 101 can
excess of 231 feet of hydrostatic pressure.
1 in cold joints in concrete structures,. including'
e subject to hydrostatic pressure. Can also be
I with precast concrete wall panel systems,
b lanks and sewage treatment plants, sanitary
storm sewer manholes, waste water treatment
s and potable water tanks, pipe (round, oval,
Hydrobae Tube is a water-soluble plastic
filled with Volclay bentonite.
: enienl method of adding extra Volclay
enlonite protection at critical areas.
ggllcatfons -
:emmonly used at wall/tooling joints. -
Bentonite content 3 lbs. per tube (1.4 Kg)
Dimensions 2" dia. x 2' (51 mm dia.
x 610 mm)
Weight 3 lbs, per tube 0.4 Kg)
. flatbase, elliptical and arch types), burial and utility
vaults, box culverts and wet wells.
Specifications
Dimensions/weight
RX101 1" x /." x 16' 6", .50lbs./fl.
RX102 %" x s�" x 25', .165 lbs./ft.
Storage
Waterslop-RX units should be stored in dry area
where they will not be in contact with moisture.
This will avoid prehydration. Storage life under
these conditions Is indefinite.
Shipping
inspect each carton of Waterslop-RX for damage
before acceptance from carrier.
Storage
Hydrobar Tubes should be carefully stored in
a moisture -free area, protected from rain, snow
and groundwater.
Shipping
Volclay Hydrobar Tube shipping cartons should
be inspected for damage prior to acceptance
from carrier.
Packaging
Carton content
16 Hydrobar Tubes,
32 lineal ft. (9.8 M)
Carton weight
50lbs. (22.7 Kg)
Carton size
73/4" x 73/4" x 24"
(200 mm x 200 mm x 610 mm)
Carton cube
83 cu. ft. (2.35 M3)
illation
When Panels are cut to fit around penetrations,
vel-grade form of Volclay bentonite with a
Joint Seal should be applied generously around
stency similar to grease. -.
'- the penetration and into the gap between the panel
and penetration to complete the walerprooling
Seal P is used when temperatures are above
seal. Joint Seal can also be applied over vertical
ng. It Is suitable for use with potable water,
pour joints prior to installation of Volclay Panels.
Seal G contains glycol for use in tempera-
Specifications
below freezing. It should not be used in
Is water installations.
Joint Seal is formulated to comply with ASTM D-217
"Cone Penetration" Joint Seal P is blue in color.
Itages
Joint Seal G for use in freezing temperatures is pink.
gel -like consistency tends to make Joint Seal
p to vertical wall surfaces and other areas
ere penetrations or surface irregularities . .
(ease the chances of leakage.
urface preparation, when necessary. Joint
can be troweled over minor honeycombing
surface flaws to provide a suitable surface for
ration of Volclay Panels. Also used to fill small
where form ties have been cut.
Storage
Unlimited shelf life when stored in the original
sealed plastic containers. Keep from freezing prior
to application.
Shipping
Volclay Joint Seal is shipped In heavy plastic pails.
Special extrusion sizes are a1;o
American Colloid Company for I
Note: Waterslop-RX Is not an expan
product and should not be used as!
Packaging
Pail content 5 U.S. gals
Pail weight 64.5 lbs./pr
Pail size (approx.) 1 1.16 cu. II.
..-_...." .-I- . ...,. .. A ".. -
lim.1
%jr1r. DM%ol% VIM I wr
7't
EROSION CONTROUREVEGETATION MAT (EC - RM)
o Of
PA
A.
, e III A. I
(Ar
IT
THE FLEXIBLE,
ALTERNATIVE
70
RIP RAP, ASPHALT,
AND CONCRETE LININGS.
FROM MIRAFI
T k.
ri
't& NOW
a
Wj�;. Rip rap can block natural revegetation, as shown in this '
situation.at
i �r
Sr
Nk
P''
�.� 3arti ...� 01
,;;iv . a `�'�� •.�� .. "':'"�T+� - ` ., . Diu'"3 a'
' :'i• Asphalt tends to degrade in exposed conditions more Concrete channel linings can promote erosion
., quickly than other channel linings. when they crack and split openof
A wry, �4
:.
I ref .' { , 7 T - A i '�• .r��,
�~ �1 jt,. �jlt` ),.: Vt r t • � el , v- A 74••. .
' • Yy�� r it l r k ' ' i I i 1 " ta'.'.r '1n✓JAR \• : ✓ i^' {{!?t:
'J � -�tS� � •-� i � f. , �.T • '� (T�' �` - r11'��r 4�E� -• ` b'.
lllw
ZV .
rs w
MIRAMAT `" AS THE ALTERNATIVE TO RIP RAP, ASPHALT OR CONCRETE...
Areas subject to severe erosive forces need tough erosion control protection. Locations where concen-
trated, high water flow velocities occur, such as steep slopes, ditches and banks have typically required an
A armor protection of expensive rip rap, concrete or asphalt linings. However, these methods, while usually
effective, are costly, difficult to install and frequently impractical where acceptable raw materials are not
available. Further, these methods may require long hauling distances to bring materials to the site.
,.
'•Z4 Under many application conditions Miramat is su erior to ri ra f It I' '
p p F. asp is or concrete Inmgs in ease of
installation. Miramat also permits surface infiltration, thereby helping to reduce continuing run-off, as in the •
cases of concrete and asphalt.
I
■
Miramat provides a cost-effective, aesthetically pleasing alternative for erosion control. It is a flexible ground
armor that resists erosion while allowing natural vegetation to establish. Miramat's green color blends into
the surrounding, vegetated environment at the time of the installation, throughout the revegetation period.
and hevond
IL��f Jn �c.'!'}r�l <+xys�JJ; t�`I�� yp , .. t _' Y,41 ,
elk
�r,� +'r *fi vy'�((�7r.. Y'}� \'e i°��{�y/•�r°i.lr� ••i•\ ��1�^t f - :1_-" _ ` .1<.. ; i'°``1
su
:"Ilk �I� r
I�St r .�4$
�
y ��• f ,dry. t ,, yr L tN ' , �,
�1
-v. p z47
t
1
r 41�rt
v
l
MIRAMATT"'APPLICATIONS
Miramat is designed for use where erosive forces prevent simple mulching and anchoring
techniques. Many more specific applications than those below are possible. Consult your
Mirafil') Representative for recommendations.
Slopes at bridge abutments Storm channelslroad= ditches
���Ittaan►�.t� t
l
Mine reclarnations
Landfills
LAW
'
.y'�� � ' .• 1 'a T^ .i r a ra. 9r11
j
.1
lia y 1
_y •Aj
s '�'�f.>tv '3{ir!!ySaf•�ft 1'��
• Parking lot run-offs
• Landscaping berms • Sedimentation and • Steep highway and
t Other areas Include:
• Pipe outlets
• Aeration ponds for storm water railway embankments
• Irrigation channels
sewage treatment retention ponds
PHYSICAL PROPERTIES
Porosity
Flexibility
Weight
Thickness
Color
Tensile Strength
bongalion
Value
Value
Value
Value
Value
Value
test
Tesl
Irst-
—Iesl
Value
Test
rest
Mnihlxf
Mrlhud
rdrItn'd
lvlell"XI
Method
Melhnd
7000 mq.cm
In .Jtlpf'
Longlll 1511)
Lengln 150"i�(Mu1.1
MtRAMAT
8590^,�
IA1a+I
_ Iklin1--
012 in.
Gmrn
With' 5lb.
Wjde, 100"n(Min1
1800
Calrulay.d
_ _--
ASTM U 1388 fin
ASTM D I777
ASTM D4682� 4
ASTM D 16BRfi•i
I Stillness IC:NI
(Slilhless Ieslj
f2" Suip1
7000 non -cm
!'.I n: IVdr
Length 181b
Length I!i(1"11vfin I
MIRAMAT
ASAO"n
IMa* 1
(r'lm 1
0.25 in
Width: 61b
Width 100__', (Mn1 I
2400
Calculated
_
ASiM D138&6d
AStM U�377f,�79
ASTM D�1i77
ASTM D�1687�6.1
—
ASTM D�IfiA2-fid
(Stillness irsn
(2" Ship)
(2" Slup)
' STANDARD
ROLL DIMENSIONS
(Nominal
Values)
14
.
,Width
Length ,
Area
Weight
MIRAMAT
125 vd.
88 yd.
110 yd>
135 1h
1800
(3 75 1! 1
12f, t 11 1
1990 1171
MIRAMAT
1.25 vd.
60 Vd
75 W'
115 It,
2400
0 75 It I
I Inn ITT
(675 IT-')
', PERFORMANCE TESTING
f1
I
I
I
' The performance of Miramat as an immediate erosion control product was confirmed through extensive testing
at Utah State University's Water Research Laboratory. Various soils, protected only by Miramat ECRM
(i.e., without vegetation) were placed in an 8' x 6'. x 50' concrete flume and subjected to increasing water
flow velocities from 0-20 feet per second (fps). Soil loss measurements down the flume were recorded at
the end of successive 30-minute flow periods to allow quantification of performance. It was concluded that
Miramat can be an effective solution to immediate erosion problems on slopes and in channels where
concentrated flows up to 15 fps are encountered.
1 ,
' APPLICABLE EROSION CONTROL PARAMETERS
Miramat should be used when open channel flow
velocity exceeds that causing initial erosion.
See chart to right.
To calculate velocity, use the Chezy-Manning Equation:
' V = 1.n9 Rho.667 So.5
where: V = Average open channel flow velocity
' Rh = Hydraulic Radius; Area/Wetted Perimeter .
S = Slope, or Hydraulic Gradient, ft./ft.
n = Roughness Coefficient
'TYPICAL MIRAMAT ROUGHNESS(n) COEFFICIENTS:
Initial Ve etation
SOIL TYPE
Installation
Clayey Silt (ML) 0.025-0.035
Sandy Silt or Sandy Loam (SM)' 0.015-0.025
Fine to Medium Sand (SP) 0.020-0.030
g
Established'
0.045-0.070
0.035-0.050
0.040-0.080
'Short to high growth
CLAY--- SILT SAND --4—GRAVEL-4
PARTICLE SIZE (mm)
'Based on research stus9es at Utah State UnNershy and fold
obse"atlons of completed projects.
MIRAMAT INSTALLED COST vs. ALTERNATIVES ($/yd Z)
JMirarnat
Concrete
' Asphalt
Rip Rap
''Hand Placed)
I
■ENE■ ®ENE■ ____It_
ZONE OF
INITIAL
EROSION
Res Hjulstrom,
rsala Uraversily,
(Typical national
averages; check
local area costs.)
6
AWRAMATT"r BASIC INSTALLATION GUIDELINES
The basic procedures for the installation of Miramat ECRM are somewhat similar from one installation to another. It
is always wise, however, to consult with your Mirafi-" Representative prior to any installation.
1
2
' Site Preparation. Grade surface of installation areas [11 so ground is smooth and compact. IMPORTANT: Remove
all rocks, dirt clods, slumps, roots, grass clumps, trash and other obstructions from lying in direct contact with the soil
surface and the mat. Mat Anchor Trenches 12, 31 are required at the terminal ends and perimeter sides of Miramat
installations. Terminal end anchor trenches must be a minimum 12" deep and 6" wide.
L]
5
' Ground Fastening. Eighteen -inch (18") pins [41, 3/,s" dia.; with attached 11/2" washer, are recommended for fastening
' Miramat to the ground' In all transverse terminal trenches and check slots (see next page for check slots), pin each mat
roll at its center and at overlapped edges 15). Mat Placement. NEVER STRETCH MIRAMAT. Mat should always lay flat,
conforming to contours in soil surface to prevent erosion underneath mat. Always roll mat uphill 161 parallel to water flow.
7
Always secure mat snugly into terminal end trenches 17]. Cut Miramat [81 above upper side of upstream trench to
retain sufficient amount of mat for pinning and backfill cover. At downstream trench, where the unrolling of Miramat must
always begin 191, allow same sufficient amount of mat. Place mat roll below downstream trench prior to undertaking Step 110).
'Consult with Mirafi' for alternative use of. either metal staples or wooden stakes in areas requiring periodic maintenance
using mechanical methods. Safety glasses should always be used when installing metal pins with metal hammer.
16
3
A
0
13
1
16
I
I
d
t
11
12
Beginning Installation On -Site. At center point of site, begin placement by securing mat snugly into downstream
anchor trench (see [91). Pin mat first at center, and then edges (10]. Drive pins only to the depth so that attached washer
is flush with ground surface. Backfill over fasteners and mat in trench [11] and compact firmly with tamper. Keeping
Miramat roll in contact with ground, roll the mat across backfill and upstream [12].
14
15
Roll Width Overlaps [13] must be a minimum of 3" and consistent along entire length of overlap. Pin every 3' to 5'
along overlap length so that pin washer is flush with ground surface and not deeper. Splicing roll ends" may be in a
Check Slot [141 as shown which should be 6" deep by 6" wide. The concluding end of mat roll must be secured snugly
into check slot and pinned [15] at edges and center with concluding roll end under continuing roll end.
17
im
Backfill [16] to cover concluding and continuing ends and fasteners, tamp firmly, and roll continuing Miramat roll across
backfill and pin again [17], offset from pins at bottom of check slot [15). Perimeter Trenches should only be dug upon
reaching actual perimeter of Miramat installation. Perimeter trenches must be 6" deep by 6" wide. Mat must be placed
snugly into perimeter trench, and pinned at 3' to 5' intervals prior to covering [181 and tamping.
"Alternately, roll ends may be spliced by overlapping (in the direction of water flow) two feet (2% with the upstream portion
of mat on top of downstream portion of mat. This overlap should receive a minimum of 3 pins. For long, continuous installations,
Miramat should be secured firmly to the soil across the entire roll width every 25 feet. Miramat can be secured by running through
a check slot 1141 and tamping soil over top of mat, or by placing 3 pins evenly spaced across roll width.
U
T,
IRAFI INC _V
s the largest geotextile marketing company in North America whose
ocuses totally on a complete line of geotechnical products for the
n industry.
ompany that started an industry," Mirafi devotes its research,
ent, and manufacturing expertise to designing products that
dimentation control, soil reinforcement, subsurface drainage,
In control. Mirafi is a recognized leader in developing innovative
ns for its products through close consultation with architects,
and contractors.
The company that started an industry.
THE MIRAFI WARRANTY
arrants its products to be free from defects in material and workmanship
ered to Mirafi's customers. Mirafi further warrants that its products
he specifications published in Mirafi's current sales literature. If a Mirafi
elective or does not meet our published specifications and our customer /.' L
to Mirafi before installing the product, Mirafi will replace the product without
ur customer or refund the purchase price at Mirafi's election. Replacing
or obtaining a refund are the buyer's sole remedy for a breach, and Mirafi
iable for any consequential damage attributed to a defective product.
ty is exclusive and in place of all other warranties expressed or implied l � J J
akes no other warranty as to its products.
r knowledge, the Information contained herein Is accurate. However, Mail Inc cannot assume
tsoever for the accuracy or completeness thereof. Final determination of the suitability of any ,.
aterial for the use contemplated, of Its manner of use, and whether the suggested use Infringes - ` `--1i �' II'
he sole responsibility of the user.
Copyright 1987 Mirafi Inc
MIRAMAT is manufactured by 3M exclusively for Mirafi Inc
Mirafi and Miramat" are trademarks owned by Mirafi Inc ?17-
iI�,J 'i,. / l "�✓„t fly— �.E rr `���\� /;' - 1� ./r
MSUPPLY
BOWMAN GOVIsriiiJIGHON
1 � �`} II. J IY t �
10
Products
more information and recommendations regarding the most effective
use of Miramat"' for your specific applications, call our
toll -free numbers, or contact your Mirafi'6 Representative:
ITED STATES
00-438-1855
Iina, call 704-523-7477
X: 216903MRFI)
ffice Box 240967
North Carolina 28224
CANADA
800.265.9331 (Eastern Provinces)F.
519-539-9877
(TELEX: 064.74148)
415 Norwich r I I',•
Woodstock, Ontario N4S 3W4
`; �."`
A member of the DOMINION TEXTILE group
3 87
'��; ;fir
I
EROSION CONTROL CALCULATIONS
11
[1
[I
t
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: S I.N Qu /2/� �A J TANDARD FORM A
COMPLETED BY: Tzp. DATE: 2
DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS
SUBBAgIN ZONE (ac) (ft) ($) (feet) M M
A. l VJPYIQ'a. 0.37 6a0 1 3 .
lv & 44 P- Wes. din ULO. OPIv t2H6 6r4s,� ,l
JL/610Srh Nd Lo �,�s,� ah,�� ���rr ►
77
0 Ire I vl�
MARCH 1991 9-14 DESIGN CRITERIA
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7�.
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8-4
DESIGN CRITERIA
V15
'7f
n
1
1
EFFECTIVENESS CALCULATIONS
PROJECT: Z ���T il�i� /� 5 ���0 Q �-. STANDARD FORM B
COMPLETED BY: L • L I G+9 Yd , DATE
Erosion Control C-Factor P-Factor
Method Value Value Comment
ye- yroo h
fPc( le
5O� MM
_ fMWI
--
--
Asphd)i'� '�nGyo_,r(S � 1-0i41. �D,D/ I, UO
k)1 raw l )dLo. ��✓rl'��c• k o D- D
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
-CALCULATIONS._-----------------,�---
jo&S&V_1
x
A.
v, 37
pAfad.,D,6466 �
0, D / 4-
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4
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' MARCH 199;
8.15
In
0 /�
77,�,
DESIGN CRITERIA
1
CONSTRUCTION SEQUENCE
PROJECT:
{ ZI �• I/V Pis I' /�/AIJI� VTR ��
STANDARD FORM CC
1
SEQUENCE
FOR 19 ONLY COMPLETED BY: �) (� �IG �G,Q_KG�
DATE:
'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.
1 YEAR
MONTM uI� 111„�.Ics �rIoC(I�� I pPG•I
1
o���. , Isc(s IOU OVERLOT GRADING v� hqG—P
�il ul�Id I,
P)nnntN� �ApgHW�//��• �inlaoal'h� 0� +{�o. S1'i'P WAb C�o.h� �yc101�
WIND ERGS ON ONT L
1 Soil Roughs g d� (��iiii��/i�. Xr%� �� '4d7..L. G�vI /fojm4
Perimeter arrier .�i�0� •��✓YJ I VI Aft 1 ��I'✓I1j Io J1 m S VV l^�•
Aeg ve Barriers \ I v gV \ I I
1 V_ a tive Methods` O4
s 1 Sealant
they
I�
I
RAINFALL EROSION CONTROL
STRUCTURAL:
TAW
ent Tr I --I I�� Icl bp�ph ` VOA
Inl ters I
Straw Barriers {� rQ(I(1. C�v/aw ✓!.'@ �CdKKOOK.rA5 50C� 4s.
1 si ce Barriers I J.I
A r preps ation
Conto rows (�J�i SI! . A) �KIVU iS�d� b� r� U/1 9 1 ct' cSPcqI
1 � Auld M Ar-6 dp l�l ca MOV0, �ti� I ww -1
Asphalt/Concrete paving r �/
A I f i' he CIO to L. C✓ 1 i n I Vl 1M /1 M
VEGETATIVE:
I
1 ✓permanent Seed Planting i �PM bnV' AV6
Mulch' ealant
em o d Planting
1 Sod InstzTf�ation
f7 Mats/Blankets
STRUCTURES: INSTALLED BY
,VEGETATION/MULCHING CONTRACTOR
IIAINTAI14ED BY
'DATE SU811ITTED APPROVED BY CITY OF FORT COLLINS ON
1
1 MARCH 1991 8-16 DESIGN CRITERIA
,/7i�,11141--2/, (-)-
1
1
1
1
1
1
1
.1
1
1
1
.1
Ci
.1
S,��v r,
�'n 4wof. 40Asv11'gs.
1ii,� 6U��?S
0 4141 V afi-c anv-Yf �01/. Z bvz�a/K67//l
�. X. //) oo. _ 42 or
Gn1�dit,. aX 20 = 4v
z�. 6�&d,N� n � 60rp qr,04s.
a e-H)as _. 9v 6
4
y 2 94-
S F•
J 4upovvl5lup /-. 5.
Cos- vY )✓tofork..
%s'o
MATCH COP OF
ASPHALT ON WEST
-�
SIDE.
TRANSITION TOP OF PAN
..,.
TO EXISTING GRAVEL
LANDSCAPING.
0 :0 )0 0 40
Scale 10
1'-p
EXST.
APARTMENT
BUILDING -
1 `
... . .. .
n.
LOCATE Q. F PAN 3.5'
Q.
FOR EROSION
CONTROL
FROM IEHC LINE
nR,
LEGEND
INSTALL MWAMAi 2400
u IN
,
0 02p2wpp0 = 02 =0.I3
CPS
AS SHOWN !SEED
ASPHALT
xim.
PARKING
? 1 n
I
® CONCRETE VALLEY PAN PLACE VOLLIAY
a
LOT
e
WATERSTOP - R%
PAN ON COMPACTED
EXSTSUBG
:T'
Q TREE
DENSITY E TO 0( MAX.
TIPAM,
Wp
STA
DENSITY OR OVERE%CAVATE
ERE
sl INTO VALLEY
H59J
_ _ — _J
DCONCRETE
RIVEWAY 'F'
�'� ,. EXISTING CONCRETE
J AND REPLACE W/ COMPACTED
INV. = SObJ
6
ENO CURVE
GRANULAR MATERIAL TO 95%
rI
Tn '
-
- EXISTING FENCE
yqI
1 FY pqN DE7A1
F MAX. DENSITY.
T
�S,
CULVERT
N.T.S.
STA 2a64 SAWCUT E%ST.
DRIVEWAY, TRANSITION PAN
.� PLOW ARROWS
INTO FL0WUNE EXST CUIiCR
-
, ..
STA 153
REMOVE ASPHALT
ELEV. 5021.87I
_
_ _ EXISTING BUILDINGS
'
WAITaCUR VE
AS WN
XOUSL W/ EH
LONL.Ce
O�AILALLEY
PAN
GRAVEL
THAT
BENCHMARK: NW BONNET BOLT O INT.
v •u
O
SEE
ALONG SAW CUT ! REMOVE EXST. COMIC.
DRIVEWAY
OF MAPLE ! PENAL. EL= 5028.93
, TO LIMITS AS SHOWN. TRANSITION
VALLEY PAN
DEPTH OF FLOW IN PAN
INTO FLOWLME Of EXST. GUTTER,
TRANSITION
FOR 2.Q SLOPE DEPTH
= 1.2"t
STA
Ii00 Q PAN
PAN i0
FOLLOW LINK OF EXST. ASPHALT
AS SHOWN FROM PAN TO DRIVEWAY
AT SLOPE
AND
FENCE LINE
SAWCUT
ASPHALT ! REMOVE. PLACE WEST
= YPER FOOT MAX. FOR DEPTH OF WAU( TO
FOR 1.R SLOPE DEPTH
= I.it
NEW ♦-PLEX
LIMIT OF
PAN AGAINST ASPHALT SAWCUT
PROVIDE BICYCLE ! HANDICAPPED
ACCESS.
NOTE: ALL AREAS DISTURBED BY CONSTRUCTION
0 DEVELOPED= 02 =0d3 CFS
LINE. TOP OF OUT SIDE EDGE OF PAN TO
SHALL BE RESTORED TO ORIGINAL OR BETTER
MIDT.
BE FLUSH W/EXST PARKING LOT. INSTALL
CONDITION.
VOLLLAY
WATERSTOP (R% OR EQUAL)) ALONG
1
ASPHALT
SAWCU TO PREVEN MOISTURE
FROM PENETRATING BELOW THE CONCRETE.
r
5055
t�.
;.
j
5055
—-'q
=
-..
65 LF
+ VALLEY I
AM
-
—
22-Li
—_
_"— -102
LP + viw
Y PAN
I
f •i _
S=I. Z
_
__
SCL2Z-
1.
5045
Ism
,
5o4o
,
-
-
-
5040
_
-
—
-
- --
5005
II
} _
_
-
—
-
--
r
�
I
-
- --
-
-
1
soao
-
-
-
-
-
--
-
5025
EXISTING GRADE
-
-_
_•_
i
5025
..
PR
POSED V
Y
j
5020
-- _
.-
I
PAN
GRADE
J
5020
——
fe
1
+
sos
5rn5
o
<
ir
50M
ST4 0+00
STA
HW
STA 2+00
STA 3+00
STA 4+00
STA 5+00
n.xr .: 09-aR-1INR
DRATIN JWL
OESTGNED
RRP
OAYB JULY 92
The EnSineering
Company
1216 WEST MAPI E STREET
SHEETS
- _
-
I-=s• vELr
cNRc�D
PLAN
AND PROPLE
2
E
seas I•=20' H4g2,
ApPROVRD
JBZ
PROI. N0. 92-OS)
20RT COLLINS, COLORADO
OFFSRE STORM DRAINAGE
SEE SM. 2
FOR VALLEY PAN
OUTLET ELEV.=5021J
ISLE w 6r CAP
W/FED
SEE SPILLWAY 0
THIS SHEET
EROSION CONTROL:
FOR INLET/OUTLET AREAS
INSTALL MIRAMAT 2100 AS
SHOWN AND SEED.
LIMIT OF UTILITY AND
DRAINAGE ESMT.
DETENTION POND SUMMARY TABLE
HIGH WATER LEVEL
5017.0
RELEASE RATE
0.13 CPS
VOLUME
1712 OF
FREEBOARD
0.5 FT.
AREA
2190 SE
DRAINAGE NOTE:
FLOWS FROM THE ADJACENT PARKING LOT
TO THE WEST HISTORICALLY DRAINED FROM
SOUTH TO NORTH PRIOR TO PREUMINARY
EARTHWORK. AS CURRENTLY SHOWN, THE
LOT ON 1216 WEST MAPLE WAS ELEVATED
HIGHER THAN THE PARKING LOT. GRADING
OF THE DETENTION AREA WILL PREVENT
FLOWS FROM THE WEST FROM ENTERING
THIS SITE. PLOWS FROM THE PARKING LOT
WILL CONTINUE TO FLOW NORTH AS THEY
DID PRIOR TO WORK ON 1219 WEST MARE.
TOP OF BERM
ELEV. = 5027.3 r
W25
3025.5
A.
APPNNNAAA
DIA. CMP INV. EL.=5021.6
sLovE = Sexes u- (/ HIGH WATER LEVEL= 502T LEGEND
„
OMITS OF a� UMITS OF UTIUTY YTY Y 0 TREES
Q� BARRI R ry� ^ DRAINAGE ESMTS. ACCESS, UTILITY AND FLOW ARROWS
DRAINAGE EASEMENT
PAVED AREAS
ELEVATED DECKS 6'^ 17' Tell.
HAT BALE —2J— FINISHED CONTOUR
BARRIER ` ^.' 27 EXISTING CONTOUR
q 1216 WEST MAPLE --- -'--"'
FL CURB ASPHALT
CONCRETE
4 O PLEX FF ELEV. 5028.20 Aqi } rwsx w/wALA, Try I _ EXISTING BUNGING
DLIMITSEPOT or 70P OF FOUNDATION ELEV. 5028.50 / ^ - CENTERUNE GRASS SWALE
DRAINAGE
AND --- '- -
DRAINAGE ASPHALT CULVERT
9
EASEMENT iO �� \ PARKDC l0i 2l. SPOT ELEVATION
yT
a a , OR h h� -' 1 �` 1 e `t MAY BAIL BARRIERS
D Ot 4II
IB,-S• nip UTILITIES
EROSION CONTROL LIMITS
(W/MIRAMAT 3100)_
q y A BASIN DESIGNATION
1 h^S � a q19 O BASIN AREA
. ry N
-
LIMITS OF ^� ^
UTILITY AND
DRAINAGE EASEMENT 1
WATER I Is
ASPHALT QRI R Si ID by10
IL = 502J
Imo— 6' UTILITY EASEMENT (TYP)
100 YR. FLOOD ELEV. = 5027
(MAX. HWL)
IF DIA. OUTLET PIPE
W25 INV. EL. = 5021.E
502{.5
SMLWAY DETAIL
MINIMUM SPILLWAY DIMENSIONS: DEPTH = 0.5-
OPENING •Vl = 2-
VICNRY MAP
R MRl
Scale In = 1/2 MILE
OENCRM NOTES
1. All street, sanitary fen. ten nor and m r [m•4'u[Um shall
onfam o the City of Fort comas stendsra• old . m duets current
at eats of • w< of the d•.elom•nt yemntpe/<<ein lnR to and
veloP,•ntieMy. c In0 +tree Wars after the sKoci
of the oweiciel oyvemnt shall roW✓e rev nlnatim of the Glans
by the direction of EnOmnnnO, eha my r•qure that they W m0. to
Emner, to standards end sMelf¢otlo.a cwren< at that %ls.
R. Tes Types, alas, location and nvdP of all Pnon mdelaromd mluele.
o dal .eso show, on theeeeln s it Wall W wsslbl l h<y
o< theContract,, tberifo the eelsvnce and location of Oil as`sK a
dt l �es alone that roil Of bag era bef„ r, Com•m rev n. m,
the contractor 0,111 W r• ble for naerproaad ot" Rue.
3. T�"allow eho has prepared these don. by e••cul Mum cast
fey off r rods 5 ^ lit; TV CAP city. o o beneficiary a Sold
for any a m. Contained then piano.
ord .porn of those plans by than v recta. ofEngineering shale t
re . the env ...I has .area these P Cis Of ou wcP resbas br1 ty.
f io <oneii whines o• n e ill nl,n w cl the 51,00t light W restored
o qaa i bettor t original condition The
i..a=tier kill any Cuts a,@ mw.doP`all b5 it y wNl�f 11 cwfaeenm
City of Ixl Cellms Street realr stondards. The finished batch
self. sellbloodnaothly Iota Me ell nrfoce.
5, MIT,- to the Ep,mr,copul of Mycrostroc! coot acts shah co ct
stut t • to Coordinate • I and contact the City Forester bat
crit a • to nsaectso, for any +rn en0,eh requiring e
6. M1iy to the cohwnnnM< of any :wTty,crt the Emtrectx Shall Oio
the City En lo,*rhO R•Po l,"t t•M<y-fmr Eg Lours adnnce, ial
). MITI to the Cownmmi of any canstri,cilm test •III effect traffic
• Bm TF any type, tha contractor SEAT I contact town City of Fit Col I ln•
Streets Division. who n II te,awl IN rem,• Or "Panne the pre at
no cost to the contractor, hAAP the castmc<w raves the site
PC
old
hlnnlf, the contraction n I , central for M lathe, merle s
sae epu pent to r• n• a 1 I= • P a• Cie d.
e A amen M s< rev Ei.b v e one s nee I. STRAIT be regal Allen
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