HomeMy WebLinkAboutDrainage Reports - 11/10/1997-1
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PARK ENGINEERING
CONSULTANTS
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1 OCT Z 01997
Flua0prATT OF
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FINAL DRAINAGE REPORT AND EROSION CONTROL PLAN
LOT 5B, REPLAT OF COLLINDALE BUSINESS PARK
3rd FILING
FORT COLLINS, COLORADO
V
1240 Main Street Longmont, CO 80501 (303) 651-6626 FAX (303) 651-0331
FINAL DRAINAGE REPORT AND EROSION CONTROL PLAN
LOT 5B, REPLAT OF COLLINDALE BUSINESS PARK
3rd FILING
FORT COLLINS, COLORADO
FINAL DRAINAGE REPORT AND EROSION CONTROL PLAN
LOT 5B, REPLAT OF COLLINDALE BUSINESS PARK
3'd FILING
FORT COLLINS, COLORADO
Prepared for:
Bill A. Stashak_ AIA
Architecture - Planning
5 Forrest Hills Lane
Fort Collins, Colorado 80522
(970) 416-9080
Prepared by:
Park Engineering Consultants
1240 Main Street
Longmont, Colorado 80501
(303) 651-6626
June 25, 1997
Revised: August 13, 1997
October 15/1997
PEC Job #231400001.N pd
TABLE OF CONTENTS
Certification
I. General Location and Description
II. Historic Drainage
III. Drainage Design Criteria
IV. Drainage Facility Design
V. Conclusion
Appendix A - Drainage Calculations
Map Pocket
Appendix B - Erosion Control
Appendix C -'Storm Drainage Report
Collindale Business Park
March 14, 1989
by: Stewart & Associates
Map Pocket
" I hereby certify that this report (plan) for the drainage design of Engineering Data Management was
prepared by me (or under my direct supervision) in accordance with the provisions of The City of Fort
Collins Storm Drainage Design Criteria and Construction Standards for the owners thereof'
Registered Professional En
State of Colorado No. 16 �t,`
L GENERAL LOCATION AND DESCRIPTION
LOCATION
' The proposed Engineering Data Management is located within the Collindale Business Park a
subdivision located in the east %: of Section 31, Township 7 North, Range 68 West of the 6'b P.M., City of
Fort Collins, County of Larimer, State of Colorado. More specifically known as Lot 5B of the Minor
Subdivision plat of Lot 5 of Collindale Business Park, Third Filing, on the west side of Automation Way
' at the intersection of Automation Way and Lowe Street. The site occupies 1.38 acres of the existing 5.7
acre Parcel 2; which is 24.2% of said Parcel 2. The site's general location is shown on the enclosed
Grading, Drainage and Erosion Control Plan located at the end of this report in the map pocket.
' TOPOGRAPHY
The site is unimproved and is void of trees, and has a ground cover of a variety of grasses and weeds. The
site slopes northeasterly on an approximate slope of 1%. There are existing improvements that surround
to site. Water and sanitary sewer lines are present within Automation Way right-of-way. Other utilities
such as telephone, gas and electric are in the area. See enclosed map for existing contours and
' topographical features.
H. HISTORIC DRAINAGE
BASIN DESCRIPTION
' The Collindale Business Park subdivision lies within the Fox Meadow Drainage Basin. The Collindale
Business Park was Master Planned by Stewart & Associates. Inc. in March 1989. The specific site basin
is located within said Master Plan. The site totally drains to the northeast to the existing storm drainage
' infrastructure in Automation Way. A small amount of off -site drainage enters along the east property line
from the Union Pacific Railroad.
III. DRAINAGE DESIGN CRITERIA
The city of Fort Collins `Storm Drainage Criteria Manual" was used as a standard Additionally, these
standards were supplemented with the `Storm Drainage Report' for Collindale Business Park presented to
the City of Fort Collins by Stewart & Associates, Inc. on March 14, 1989, and as amended on August 6,
1993 (enclosed as Appendix Q. This report was developed using the above referenced manual and
supplement. The Hydraulic criteria used for this report was based on the "Intensity - Duration -
Frequency" curves for the City of Fort Collins. Using the rational formula method for runoff calculations,
flow rates for the site basin were determined for the 10 and 100 year storms. Calculations are shown in
Appendix A.
' IV. DRAINAGE FACILITY DESIGN
The drainage concepts for the developed conditions will be discussed in the following paragraphs. The
developed conditions are shown on the "Grading, Drainage and Erosion Control Plan" located in the
' map pocket at the end of this report.
The Engineering Data Management site (Lot 513) will be developed in a manner consistent with the storm
' water management master plan. The development is typical with buildings, parking and landscaping.
The runoff will be directed through curbs and gutters to the proposed detention pond. Off -site runoff from
the railroad tracks will be passed through the site.
' The detention pond will detain storm water volumes and will release the storm water to the existing storm
water infrastructure in Automation Way at the allowable release rate. The detention volume and release
rate were determined by using a percentage of Lot 5B to the total area of original `Parcel 2', as shown on
' the Master Plan. The required detention volume equals 8,971 c.f. and the allowable release rate is 0.30
cfs. Off -site drainage flows will enter the site and detention pond, which will be released through the
Emergency Overflow during the 100-year storm or greater. Detailed calculations can be found in
Appendix A.
V. CONCLUSIONS
The drainage concepts for this project are consistent with current policies and practices for storm
drainage management. The site will maintain the flow patterns and be consistent with the development
practices in the area based on the master planning.
APPENDIX A
No Text
DEVELOPED RUNOFF
SITE BASIN:
AREA
1.38
ACRES
S —
1.00
Rio
COMPOSITE'C'-FACTOR CALCULATIONS
TYPE OF IMPROVEMENT
AREA(SF)
%
C5
CIO
c100
BUILDING
14135
24
0.85
0.90
0.90
PARKING
26400
44
0.87
0.88
0.89
LANDSCAPING
19236
32
015
0_25
0_50
COMPOSITE'C'-FACTORS =>
0.63
0.68
0.76
I=CIA
Tc=Ti+Tt
Tc=(1.87(1.1-CIC)'SQRT(L))/(S^1/3)
L=
380
S=
1.0
%
Tc =
17.13
MIN
110 =
3.23
IN/HR
1100 =
6.40
IN/HR
CIA
Q10=CIA=>
3.02
CFS
Q100=CIA=>
6.73
CFS
11
I
ALLOWABLE RELEASE RATES:
FROM MASTER PLAN:
Q10r =>
0.3
cfs
Q100r =>
0.3
cfs
VOLUME OF RELEASE @ 5 MIN. =>
90
Cf
VOLUME OF RELEASE @ 10 MIN. =>
180
Cf
VOLUME OF RELEASE @ 15 MIN. =>
270
Cf
VOLUME OF RELEASE @ 30 MIN. =>
540
Cf
VOLUME OF RELEASE @ 60 MIN. =>
1080
Cf
VOLUME OF RELEASE @ 90 MIN. =>
1620
Cf
VOLUME OF RELEASE @ 120 MIN. =>
2160
Cf
VOLUME OF RELEASE Q 150 MIN. =>
2700
Cf
VOLUME OF RELEASE @ 180 MIN. =>
3240
Cf
POND VOLUMES:
AREA
1.38
ACRES
CIO =
0.68
C1oA=
0.938
C1oo=
0.76
c1ooA=
1.049
CUMULATIVE
RUNOFF
(CF)
10-YR VOL.
100-YR VOL.
LESS
LESS
TIME
10-YEAR
RELEASE
100-YEAR
RELEASE
(MIN.)
110
(cf)
(cf)
1100
(cf)
(cf)
0
0
0
5
5.60
1577
1487
9.20
2,895
2805
10
4.40
2477
2297
7.10
4,468
4288
15
3.73
3150
2880
6.00
5,664
5394
30
2.60
4392
3852
4.15
7,835
7295
60
1.62
5473
4393
2.60
9,817
8737
90
1.20
6081
4461
1.87
10,591
8971
120
0.92
6216
4056
1.43
10,798
8638
150
0.75
6334
3634
1.18
11,138
8438
180
0.64
6486
3246
1.05
11,893
8653
Page 2
23140001.xls
No Text
DETENTION POND => STAGE - STORAGE .
ACCUM.
ELEVATION,
AREA
VOLUME
VOLUME
FT
FTA2
FT^3
FT"3
4951.40
0
0
1868
4952.00
6225
1868
4952.28
4461
<= 10-YEAR
4952.77
8971
<= 100-YEAR
9240
4953.00
12254
11107
1275
4953.10
13250
12382
n
Page 3 23140001.xis
RELEASE STRUCTURE
100-YEAR:
ALLOWABLE RELEASE RATE =
0.30
CFS
C =
0.65
H =
1.37
FT
ORIFACE RELEASE
0100 = CA(SQRT(2gH))
A = 0100/(C)(SQRT(2gH) =>
0.05
FT"2
R = 12'(SQRT(A/PI)) =>
1.501
IN
D = 2R =>
3.002
IN
USE =>
3 IINCHDIAMETER
ORIFACE
Page 4 23140001.xis
APPENDIX B
EROSION CONTROL
' Temporary erosion control for this site consists of silt fence and vehicular tracking precautions. Silt fence
is to be place on the down slopping side of all areas were earthwork will de done and where the soil has
been disturbed. Permanent erosion control will consist of concrete pans in the storm water flow channels
' where required Please refer to the Grading, Drainage and Erosion Control Plan for specific location of
erosion control devices and notes.
u
RAINFALL PERFORMANCE STANDARD EVALUATION
------------------------------------------------------
---------------
PROJECT:zw� STANDARD FORM A
l COMPLETED BY: PR2 iL �,.SL,, ,S,�Iz,. DATE: ��zo 19 7
---------------------------------------------------------------------
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ISUBBASIN I ZONE I (ac) I (ft) I (p) .1(feet) I (o) I (o)
--------I----- `
----- ----------------------------------- I -------
fv"or 1 4, i 1,38 5�� / j i 1 777
------------------------
DI/SF-A:1989 .
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TABLE 5.1
EFFECTIVENESS CALCULATIONS
----------------------------------------------------------------------
PROJECT:STANDARD FORM B
COMPLETED BY: 1�! �.JG, ,�FR t t„ DATE:
Erosion Control
C-Factor
P-Factor
Method
----------------------------------------------------------
Value
Value
Comment
/�c.U.
4.5
�a
'0
°8
------------
--------
MAJORI
PS
SUB
I AREA
BASIN
(%)
BASIN)
(Ac)
CALCULATIONS
�c Ds�a.��=0�
---------------------
HDI/SF-B:1989
11
' CONSTRUCTION SEQUENCE
PROJECT: 12civHs'/=G�INC, �IaTA G�ii>�+ 3�.�Jaiui STANDARD FORM C
15EQUENCE. FOR 19 ONLY COMPLETED BY: /�,,,�,4 n,G,H4rd)elv6 DATE: 6--25--9-7
,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
MONTH
--------------------------- -- - ----I -----I -----I -----I
----
.iOVERLOT GRADING
WIND EROSION CONTROL I -
Soil Roughing I I
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant I
Other %x., �..T r,5a..�1�.�_ I
I
RAINFALL EROSION CONTROL I
STRUCTURAL: I
Sediment Trap/Basin I
Inlet Filters
Straw Barriers I
Silt Fence Barriers I
Sand Bags I
Bare Soil Preparation I
Contour Furrows I
Terracing
Asphalt/Concrete Paving I
Other
1 I
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other I
----------------------------------------------------------------------------------------�
STRUCTURES: INSTALLED BY MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
HDI/SF-C:1989
JOB
PARK ENGINEERING CONSULTANTS
SHEET NO.
OF
1240 Main Street
LONGMONT, COLORADO
80501
CALCULATED BY
�s r
DATE 4
(303) 651-6626 FAX (303)
651-0331
CHECKED BY
DATE
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APPENDIX C
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i
STORM DRAINAGE REPORT
COLLINDALE BUSINESS PARK
MARCH 14, 1989
PREPARED FOR K. BILL TILEY
STEWART & ASSOCIATES. INC.
214 NORTH HOWES
FORT COLLINS, CO 80521
STORM DRAINAGE REPORT
COLLINDALE BUSINESS PARK
Collindale Business Park is within the Fox Meadow Drainage Basin. The
property is located on the west side of Timberline Road and extends west
to the Union Pacific Railroad. The property begins 1330 feet south of
Horsetooth Road and runs south approximately 1700 feet to the top of a
ridge. The Tiley property covers only the north 1330 feet, -and the property
to the south belongs to Tom Chandler and Don Chadwick. The gross area
of the property, including the Chandler and Chadwick properties, the west
of Timberline Road, and the East ? of the Union Pacific Railroad R.O.W.
is 44.5 acres. There is no offsite run—off onto the site. The south
boundary is a ridge from which the drainage goes southerly to the Chandler
sump. Flows from the west are blocked by the Railroad embankment. The
north boundary is the low point and drainage flows east along this north
line: There is an irrigation ditch running east parallel to and about
six feet north of the north line. This ditch belongs to Bob Shields.
The ditch can carry irrigation water from Warren Lake across the golf
course, under the railroad and along the north property line. Historically,
this ditch has carried storm drainage under the railroad from the golf
course and from the railroad right—of—way. This flow from the golf course,
according to the Fox Meadows report is Q2=1.0 c.f.s. — Q10=3.0 c.f.s. —
Q100=9.0 c.f.s. per page 12 of the report. We propose to not distrub this
ditch or alter the flows which it now receives.
The attached map shows the entire 44.5 acres divided into 10 sub —basins
and a detention pond area, which are shown as parcels 1 through 10.on the
map. We propose to provide detention for parcels 1,4,6,7,8,9,10 and the
pond area. The total area being detained in the pond will be 44.5 acres
minus 5.7 acres an Parcel 2, minus 1.3 acres in Parcel 3, and minus 3.1
acres in Parcel 5, which equals 34.4 acres. Detention shall be provided
on site on parcels 2 and 3 for the difference between 2 year undeveloped
run—off and 100 year developed run—off. Parcel 5, the'Chadwick property,
has a 10 year undeveloped run—off of 1.4 c.f.s. which will be carried
through the proposed drainage system to the detention pond, area. Future
detention must be provided on Parcel 5 when and if its present use is
changed. The undeveloped 10 year out —flow from Parcels 2 and 3 was used
to determine gutter flows because it is greater than the future allowable
out —flow when the Parcels are developed and on —site detention is provided.
These out —flows are shown on sheet 14 of this report.. The proposed
detention pond is located at the northeast corner of the site. The outfall
from the pond will drain under Timberline Road to the east and then into
the Sunstone Swale. The new pipe under Timberline Road is per the design
plans of the Fox Meadows Business Park Drainage Channel. We plan to carry
the storm runoff by overland flows to the detention pond. The majority
of the flow will be carried to the pond by a drainage swale which runs
to the north along the west side of Timberline Road.
Storm Drainage Report
Collindale Business Park
' Marth 14, 1989
Page 2
The Collindale Business Park will be developed in phases. The first phase
will be the streets, Parcel 1, the drain Swale along Timberline Road, and
the detention pond. The detention pond area will be used as a settling
basin for erosion control during the first phase construction period.
No outlet shall be connected to the Sunstone Swale before the streets and
grading on Parcel l are completed. At the time of connection, erosion
control may be needed to protect the outfall from sedimentation. A concrete
pan is to be placed in the drain swales to prevent erosion. Flow capacities
of these pans are calculated on sheet 13 of this report.
' The attached calculation sheets show the run—off calculations from each
of the parcels, the allowable gutter flows, the allowable outflow from
the detention ponds, the required detention, and the volume of the pond.
Also, there are run—off computation sheets showing flows at design points.
These design points are shown. on the attached map.
1 Out —flow from the detention pond will cross under Timberline Road in a
24 inch pipe which empties into the Sunstone Swale. This 24 inch pipe
will also carry out —flow from the W.W. Reynolds property located directly
north of the Collindale Business Park. The W.W. Reynolds out —flow is
approximately 5 c.f.s.
There will not be a property owners association for this development,
therefore we propose that the City of Fort Collins maintain the detention
area and channels. A 2 year or 2 growing seasontime period is required,
Plus, acceptance by Stormwater Utility, prior to assuming maintenance.
1 Should the adjacent property owners desire to place more intense landscaping
in the detention area and channel than that required by the City, they
shall become responsible for placing and maintaining this additional
' landscaping. All landscaping in the detention area and channels shall
be subject to approval by the Stormwater Utility, City of Fort Collins.
IOffice of STEWART & ASSOCIATES, INC.
O ` � 3//
Phil lip Robinson,_ P. E. & L.S.
_ 5 0' 2
ty ,
1 COMPUTATIONS
James H. Stewart & Assoc. Fort Collins, Coloradc
By: P!R Date 1 /6 8 Client: - L<, fail/ 7-iIv- / Sheet No. 3 of 14--
Chkd By: Date Project:_Co//ir7olole 30-5ineS5 fork Job No.
Subject StOrrn rczirn Rce Cal cL))Ct+lOrrf
ofal GroS5 i4rer^- = ¢4-.S G1CreS C Incl. /Z Rc,l�nJ, yZ Ti ,Ser liner4 C%�nd wi.
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Q t! ��¢ 5) ]_ G S f�i_LoM/�aL C ou7��ZL
tfa!)owa�IG ova- ��o.✓ Per acm = �.IZ i ¢4s = O•IG C�S ac.
Developed Cori d i �-i ors.
G = Q,65 F,70r" z0-'if
S
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RFPnRT
OF A
PAVEMENT DESIGN
FOR
COLLINDALE BUSINESS PARK
FORT COLLINS, COLORADO
MR. BILL TILEY
c/o UNIVERSITY REALTY
FORT COLLINS, COLORADO
PROJECT NO. 7834-89
BY
EMPIRE LABORATORIES, INC.
301 NORTH HOWES STREET
FORT COLLINS, COLORADO 80521
TABLE OF CONTENTS
Tableof Contents ................................. ..........
Letter of Transmittal .... _ ......... .......................
Report ................................................. ....
Appendix A .....................................................
Test Boring Location Plan ....................................
Keyto Borings ................................................
Logof Borings ................................................
Appendix B .....................................................
.........................
Hveem Stabilometer Data .............................
Summary of Test Results .......
Appendix C..................................
0
I
Empire Laboratories, Inc.
GEOTECHNICAL ENGINEERING b MATERIALS TESTING
January 30, 1989
Mr. Bill Tiley
c/o University Realty, Inc.
2839 South College Avenue
Fort Collins, Colorado 80525
Dear Bill:
CORPORATE OFFICE
P.O. Box 503 • (303) 484-0359
301 No. Howes • Fort Collins, Colorado 80522
We are pleased to submit our Report of a Pavement Design prepared for
the proposed streets located within the Collindale Business Park west of
Timberline Road in south Fort Collins, Colorado.
The accompanying report presents our findings in the subsurface and our
recommendations for this phase of the project for utility construction and
for pavement design based upon these findings.
Very truly yours,
EMPIRE LABORATORIES, I C.
Neil R. Sh rrod
Senior Engineering Geologist
Reviewed by:" ;qu111In
Q'piSTEgFO,
� b
Chester C. Smith, P.E.
President •m
CIC S .,q� ENG b ;:✓Q��
cc: Stewart & Associates - Mr'. e
Branch Offices
P.O. Box 16859 P.O. Box 1135 P.O. Box 1744 P.O. Box 5659
Colorado Springs, CO 80935 Longmont. CO 80502 Greeley. CO 80632 Cheyenne. WY 82003
(303) 597.2116 (303) 776.3921 (303) 351.0460 (307) 632-9224
Member of Consulting Engineers Council
I
1
1
SITE LOCATION AND DESCRIPTION
The study area is located between Timberline Road west and the
Union Pacific Railroad in south Fort Collins, Colorado. . More particularly,
the site is described as Collindale Business Park, a subdivision situate in
the East 112 of Section 31,, Township 7 North, Range 68 West of the Sixth
P.M., Fort Collins, Larimer County, Colorado.
The site consists of a large tract of land which is relatively flat and
has minor drainage to the northeast. The property is vegetated with
grass and weeds. The area is bordered on the west by the Union Pacific
Railroad tracks, on the east by Timberline Road, and on the north and
south by vacant land. The proposed center lines of Caribou Road and
Lawrence Drive were staked at the time of the site exploration.
LABORATORY TESTS AND EVALUATION
Samples obtained from the test borings were subjected to testing in
the laboratory to provide a sound basis for evaluating the physical
properties of the soils encountered. Moisture contents, dry unit weights,
unconfined compressive strengths, water soluble sulfates, pH, sulfides,
oxidation-reduction potential, resistivity. and the Atterberg limits were
determined. A summary of the test results is included in Appendix B.
A Hveem stabilometer test was run to determine the "R" value of
representative subgrade material at the site, and a curve showing this
data is included in Appendix B.
SOIL AND GROUND WATER CONDITIONS
The soil profile at ,the site consists of strata of materials arranged in
different combinations. In order of increasing depths, they are as
follows:
(1) Silty Topsoil: The area tested is overlain by a six (6) inch
layer of silty topsoil. The topsoil has been penetrated by root
-2-
'
growth and organic matter and should not be used as a bearing
soil or asfill and/or backfill material.
.a
'
(2) Silty Clay: This stratum underlies the topsoil and extends to
depths of four and one-half (4-1/2) to eight (8) feet below the
tsurface.
The silty clay is moderately plastic, is damp to moist
and exhibits low to moderate bearing characteristics and low
'
subgrade characteristics.
(3) Sandv Silty Clay: A layer of tan to red sandy silty clay
'
underlies the upper. clays and extends to the sand and gravel
below and/or the depths explored. The sandy silty clay is
'
moist to saturated and exhibits low bearing characteristics.
'
(4) Clayey Sand and Gravel: The clayey sand and gravel was
encountered in Borings 1 and . 2 at depths of twelve and
one-half (12-1/2) feet below the surface and extends beyond
'
the depths explored. The sand and gravel_ contains varying
amounts of clay, is poorly graded and exhibits moderate bearing
=
characteristics in' its saturated condition.
(5) Ground Water: At the time of the investigation, free ground
water was encountered in Borings 1 through 4 and 6 at depths
'
of six and one-half (6-1/2) to ten and one-half (10-1/2) feet
below the surface. Water levels in this area are subject to
change due to seasonal variations and irrigation demands on
'
and/or adjacent to the site.
RECOMMENDATIONS AND DISCUSSION
'
Timberline Road is to be widened at the site and has been classified
as a major arterial street. The remaining streets within the subdivision
are classified as industrial commercial streets. Due to the flat nature of
'
the site, moderate amounts of site grading are anticipated. In addition,
water and sewer line utilities will be placed below the proposed streets.
'
-3-
Site Grading, Excavation and Utilities
It is recommended that the upper six (6) inches of topsoil
'
encountered at the site be stripped and stockpiled for reuse in planted
areas. The upper six (6) inches of the natural subgrade below should be
scarified and recompacted at or wet of optimum moisture to at .least
ninety-five percent (95%) of Standard Proctor Density ASTM D 698-78.
(See Appendix C. )
'
All fill should consist of the on -site soils or imported material having
an "R" value of 5 or greater, and this material should be approved by
'
the geotechnical engineer. Any fill placed at the site should be placed in
uniform six (6) to eight (8) inch lifts and compacted at or wet of optimum
'
moisture to at least ninety-five percent (95%) of Standard Proctor Density
ASTM D 698-78. The finished subgrade . in cut sections below streets
should be scarified a minimum of six (6) inches and recompacted at or wet
'
Of optimum moisture to at least ninety-five percent (95%) of Standard
Proctor Density ASTM D 698-78. Finished subgrade below all pavement
should be placed a minimum of three (3) feet above existing ground
water. In areas where subgrade compaction cannot be met due to
saturated or unstable conditions, the subgrade should be stabilized by
use of granular pit run, geotextiles, fly ash, lime or other suitable
'
means. Cut and fill slopes should be placed on grades no steeper than
3:1.
All utility trench excavations should be dug on safe and stable
slopes. It is suggested that excavated slopes be on minimum grades of
1-1 /2:1 or flatter. The slope of the sites of the excavations should
'
comply with local codes or OSHA regulations. Where this is not practical, '
sheeting, shoring and/or bracing of the excavation will be required. The
'
sheeting, shoring and bracing of the excavation should be done to
prevent sliding or caving of the excavation walls and to protect
construction workers. The side slopes of the excavation or sheeting,
'
shoring or bracing should be maintained under safe conditions until
completion of backfilling. In addition, heavy construction equipment
'
should be kept a safe distance from the edge of the excavation. Where
'
-4-
utilities are excavated below ground water, dewatering will be needed
during placement of pipe and backfilling for proper construction. All
piping should be adequately bedded for proper load distribution.
Backfill placed in utility trenches in open and planted areas should
be compacted in uniform lifts at optimum moisture to at least ninety
percent (90%) of Standard Proctor Density ASTM D 698-78 the full depth
of the trench. The upper four (4) feet of backfill placed in utility
trenches under roadways and paved areas should be compacted at or near
Optimum moisture to at least ninety-five percent (95%) of Standard Proctor
Density ASTM D 698-78, and the lower portion of these trenches should
be compacted to at least ninety. percent (90%) of Standard Proctor Density
ASTM D 698-78. Addition of moisture to and/or drying of the subsoils
may be needed for proper compaction. Proper placement of the bedrock
as backfill may be difficult, as is discussed above.
Stripping, grubbing, subgrade preparation, and fill and backfill
placement should be accomplished under continuous observation of the
geotechnical engineer. Field density tests should be taken daily in the
compacted subgrade, fill, and backfill under the direction of the
geotechnical engineer.
Laboratory resistivity tests, pH, oxidation-reduction, and sulfide
tests performed in the laboratory indicate .that the subsoils at the site are
slightly corrosive, and it is recommended that protection of metal utility
pipe be considered.
Thrust Blocks.
All thrust blocks for proposed water lines should be founded on the
original, undisturbed soil or structural fill properly compacted in
accordance with the recommendations discussed in the "Site Grading and
Utilities" section of this report. Thrust blocks should be placed a
minimum of thirty (30) inches below finished grade for frost protection.
It is recommended that thrust blocks ber designed for a maximum allowable
bearing capacity of one thousand (1000) pounds per square foot (dead
load plus maximum live load). The ultimate passive resistance of the
-5-
on -site natural clay soils should be .computed using the equation Pp =
20OZ + 2000 pounds per square foot, where Z is the depth below the
stratum. It is recommended that a minimum factor of safety of 2 be used
in conjunction with the above equation. An adhesion of four hundred
(400) pounds per square foot between the concrete and the natural clay
soils may be used in the design of the thrust blocks.
Flexible Pavement
It is our opinion that flexible pavement is suitable for the proposed
street construction at the site. A flexible pavement alternate should
consist of asphalt concrete underlain by .crushed aggregate base course
and subbase or asphalt concrete underlain by plant mix bituminous base
course. Using the City of Fort Collins "Design Criteria and Standards
for Streets" dated July 1986, a serviceability index of 2.5, a regional
factor of 1.0, an "R" value of 5, a twenty (20) year design life, eighteen
(18) kip equivalent daily load applications of 310 for Timberline Road, 20
for Caribou Road and Lawrence Drive and 15 for Lowe Street, and
weighted structural numbers of 4.70 for Timberline Road, 3.0 for Caribou
Road and Lawrence Drive and 2.85 for Lowe Street, the following minimum
pavement thicknesses are recommended:
Timberline Road
Asphalt Concrete 411
Plant Mix Bituminous Base Course 84"
Total Pavement Thickness 121"
Caribou Road and Lawrence Drive
Asphalt Concrete 411
Crushed Aggregate Base Course 611
.
Select Subbase 611
Total Pavement Thickness 16"
V
-6-
Asphalt Concrete 311
Plant Mix Bituminous Base Course 5"
.Total\ Pavement Thickness 8"
' Lowe Street
Asphalt Concrete µre
Crushed Aggregate Base Course 6"
Select Subbase 511
' Total Pavement Thickness 15"
' Asphalt Concrete 311
Plant Mix Bituminous Base Course 41"
Total Pavement Thickness 71"
' The select subbase should meet City of Fort Collins Class 1 specifications,
and the crushed aggregate base course should meet City of Fort Collins
Class 5 or 6 specifications. The subgrade below the proposed asphalt
pavement should be prepared in accordance with the recommendations
discussed in the "Site Grading and Utilities" section of this report. Upon
'- proper preparation of the subgrade, the subbase and base course should
be placed and compacted at optimum moisture to at least ninety-five
' percent (95%) of Standard Proctor Density ASTM D 698-78. (See
Appendix C.)
' It is recommended that the asphalt concrete and/or plant mix
bituminous base course be placed in two (2) to three (3) inch lifts. All
plant mix bituminous base course and asphalt concrete shall meet City of
Fort Collins specifications and should be placed in accordance with these
specifications. All subbase material shall have an "R" value between 50
' and 69, the crushed aggregate base course shall have an "R" value
between 70 and 77, the plant mix bituminous base course shall have an Rt
' value of 90 or greater, and the asphalt concrete shall have an Rt value of
95 or greater. The "R" value of the- pavement materials used should be
' verified by laboratory tests. Field density tests should be taken in the
aggregate base course, bituminous base course, and asphalt concrete
under the direction of the geotechnical engineer.
' -7-
1
Rigid Pavement
A feasible pavement alternate at the site would be rigid pavement.
'
Using the eighteen (18) kip equivalent daily load application described
above, a modulus of subgrade reaction of one hundred (100) pounds per
square inch per inch based on an "R" value of 5, a design life of twenty
'
(20) years, and concrete designed with a modulus of rupture of six
'
hundred (600) pounds per square inch, the following minimum pavement
thicknesses are recommended:
'
Timberline Road
Nonreinforced Concrete - 8}"
Caribou Road and Lawrence Drive
Nonreinforced Concrete - 5"
Lowe Street
'
Nonr-::forced Concrete - 5"
'
Subgrade below proposed streets should be prepared in accordance with
the recommendations discussed in the "Site Grading and Utilities" section
'
of this. report. Concrete pavement should be placed directly on the
subgrade� that has been uniformly and properly prepared in accordance
'
with the above recommendation's. All concrete used in the paving shall
meet ASTM specifications, and all aggregate shall conform to ASTM C-33
specifications. The concrete should be designed with a minimum modulus
'
of rupture of six hundred (600) pounds per square inch in twenty-eight
(28) days. It is recommended that laboratory mix desiqns be done to
'
determine the proper proportions of aggregates, cement, and water
necessary to meet these requirements. It is essential that the concrete
'
have a low water -cement ratio, an adequate cement factor, and sufficient
quantities of entrained air. Joints should be carefully designed and
'
constructed in accordance with the City of Fort Collins "Design Criteria
and Standards for Streets" to ensure good performance of the pavement.
It is recommended that all concrete pavement be placed in accordance with
'
City of Fort Collins specifications. If paving is done during cold
weather, acceptable cold weather procedures 'as outlined in the City
'
-8-
I
1
1
specifications should be utilized. The concrete pavement should be
properly cured and protected in accordance with the above specifications.
Concrete Injured by frost should be removed and replaced. It is
recommended that the pavement not be opened to traffic until a flexural
strength of four hundred (400) pounds per square inch is obtained or a
minimum of fourteen (14) days after the concrete has been placed.
GENERAL RECOMMENDATIONS
(1) Laboratory test results indicate that water soluble sulfates in
the soil are negligible, and a Type 1-11 cement may be used in
concrete exposed to subsoils. Slabs on grade subjected to
de-icing chemicals should be composed of a more durable
concrete with low water -cement ratios and higher air contents.
(2) It is recommended that compaction requirements in the project
specifications be verified in the field with density tests
performed under the direction of the geotechnicaj engineer.
GENERAL COMMENTS
This report has been prepared to aid in the evaluation of the
property and to assist the engineer in the design of this project. In the
event that any changes in the street grade or designs are planned, the
conclusions and recommendations contained in this report will not be
considered valid unless said changes are reviewed and conclusions of this
report modified or approved in writing by Empire Laboratories, Inc, the
geotechnical engineer of record.
Every effort was made to provide comprehensive site coverage
through careful locations of the test borings, while keeping the site
investigation economically feasible. Variations in soil and ground water
conditions between test borings may he encountered. during construction.
In order to permit correlation between the reported subsurface conditions
and the actual conditions encountered during construction and to aid in
-9-
carrying out the plans and specifications as originally contemplated, it is
' recommended that Empire Laboratories, Inca . be retained to perform
continuous construction review during the subgrade preparation, fill
' placement, and paving phases of the work. Empire Laboratories, Inc.
assumes no responsibility for compliance with the recommendations
' included in this report unless they have been retained to perform
adequate on -site construction review during the course of subgrade
preparation and pavement placement.
a
-10-
APPE14DIX A.
1
1
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TEST BORING LOCATION PLAN
A-z
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Mack
W-mis 4n4o-).r-,
LOG Of BORINGS
o.�
4960
4955
4950
4945
4940
4935
4930
A-5
KEY TO BORING LOGS
TOPSOIL
GRAVEL
®
FILL
SAND & GRAVEL
SILT
'
`i �
it
SILTY SAND &GRAVEL
F- 71
CLAYEY SILT
• oo
00
COBBLES
SANDY SILT
SAND, GRAVEL & COBBLES
®
CLAY
®
WEATHERED BEDROCK
i
SILTY CLAY
SILTSTONE BEDROCK
SANDY CLAY
®
CLAYSTONE BEDROCK
Lj
SANG
SANDSTONE BEDROCK
SILTY SAND
LIMESTONE
CLAYEYSAND
•••
GRANITE
®
SANDY SILTY
CLAY
' SHELBY TUBE SAMPLE
STANDARD PENETRATION DRIVE SAMPLER
WATER TABLE 24 HRS. AFTER DRILLING
r. HOLE CAVED
T
5/12 Indicates that 5 blows of a 140 pound hammer falling 30 inches was required to penetrate 12 Inches.
A-3
1
1
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LOG Of BORINGS
i
4950
4945
4940
4935
4930
AWE
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RESISTANCE R-VALUE AND EXPANSION PRESSURE
OF COMPACTED SOIL
A'�=Tll - D 2Js44
CLIEHT: FILL TILEY
PPOJECT: CiILLINDALE BUSIHESS PARK
LOCATION OF SAMPLE: FOP,IIIC 110. 1 Cd
SAMPLE DATA
TEST SPECIMEN
1
COMPACTION PRES'13RE
— PSI
1p
2.
0
3
DENSITY — PCF
86.6
91.1
p
94.9
HOISTURE — %:
33.9
30.1
26.8
EXPAMSIOII PRESSURE
— PSI
0.00
0.00
0.013
HOP,IZONTAL PRESSURE
@ 160
psi 157
150
145
:AMPLE HEIGHT — in.
2.48
2.47
2.47
EXUDATION PRESSURE
— PSI
175
239
358
UNCORRECTED R—VALUE
1.2
4.0
6.2
CORRECTED R--VALUE
1.2
4.0
6.�
R—VALUE AT 300 PSI EXUDATION PRESSURE = 5.5
100
80
W F; I
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i=
40
20
I w
too
............ :............. .............. :........
71 I_u_I 3 i' U 400 5 0 0 6.00
EXUDATION PRESSURE — psi
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SUMMARY OF TEST
RESULTS
Boring
Depth
b Resistivity.
Oxidation -Reduction
No.
(ft.)
Moisture ohm -cm
Potential (mV) Sulfide pH
2
0.5-3.5
24.3 1200
240 trace 8.4
5
0.5-3.5
28.2 1600
253 trace 7.9
FM
APPENDIX C.
0
APPENDIX C.
Suggested Minimum Specifications for Placement of Compacted
Earth Fill and/or Backfills
GENERAL
The geotechnical engineer shall be , the owner's, architect's,
engineer's or contractor's representative to observe placement of
compacted fill and/or backfill on the project. The geotechnical engineer
'
or his representative shall approve all earth materials prior to their us_,
the method of placement and the degree of compaction.
'
MATERIALS
Soils used for all compacted fill and backfill shall be approved by
the geotechnical engineer or his representative prior to their use. Fill
material shall be free from organic matter, frozen material and other
unsuitable substance and shall not
contain rocks or lumps having a
diameter greater than six (6) inches.
'
SUBGRADE
PREPARATION
All topsoil, vegetation, trees, brush, timber, debris, rubbish and all
other unsuitable material shall be removed to a depth satisfactory to the
geotechnical engineer or his representative. The material shall be
disposed of by suitable means to beginning
prior preparation of the
subgrade. The subgrade shall be scarified a minimum depth of six (6)
inches, moisture conditioned as necessary and compacted in a suitable
'
manner prior to placement of fill material. Fill shall not be placed until
approval by the geotechnical engineer or his representative; and in no
case, shall fill material be placed on frozen or unstable ground.
subgrade which is not stable may require the use of imported granular
material, geotextiles or other methods for stabilization as approved by the
geotechnical engineer.
'
FILL PLACEMENT
'
Fill
material shall not be placed during unfavorable weather
conditions. Material proposed for use as fill shall be approved by the
geotechnical engineer or his representative prior to use. Proposed import
'
material shall be approved by the geotechnical engineer or his
representative prior to hauling to the project site. Fill material shall be
C-2
uniformly mixed such as to preclude the formation of lenses of material
differing from the surrounding material. All clods shall be broken into
small pieces. The contractor shall construct the fill in approximately
horizontal lifts extending the entire length of the fill. The thickness of
the layers before compaction shall not be greater than eight (8) inches.
Fill being placed on slopes or hillsides shall be benched into the existing
slope. A minimum two (2) foot horizontal bench sliall be cut Into the
existing excavated slope for each four (4) feet vertical of fill, or each lift
should be benched slightly into the existing grade.
MOISTURE CONTROL
Prior to and during compaction operations, the fill material being
placed' shall be maintained within the' range of optimum moisture specified.
A general recommendation is to maintain the fill material within two
percent (2%) plus or minus of optimum moisture so that proper compaction
to the specified density may be obtained with a minimal effort. In.
building pad and paved areas, material exhibiting swelling potential shall
be maintained between optimum moisture and two percent (2%) wet of
Optimum moisture content. The moisture content of the fill material shall
be maintained uniform throughout the fill. The contractor may be
required to add necessary moisture to the fill material and to uniformly
mix the water with the fill material if, in the opinion of the geotechnical
engineer, it is not possible to obtain uniform moisture content by adding
water on the fill surface. If, in the opinion of the geotechnical engineer,
the material proposed for use In the compacted fill Is too wet to permit
adequate compaction, it shall be dried in an acceptable manner prior to
placement' and compaction. Uniform mixing may require discing, blading
or other methods approved by the geotechnical engineer or his
representative.
Adjustments of moisture content shall be made on the basis of
determinations of moisture content by field tests as construction
progresses.
COMPACTION
The contractor shall furnish and operate the necessary types and
kinds of equipment to perform the operations required to obtain the
specified compaction. This equipment may include approved tamping
rollers, rubber tired rollers, smooth wheeled rollers and vibratory
rollers. If a sheepsfoot roller is used, it shall be provided with cleaner
bars so attached as to prevent the accumulation of material between the
tamper feet. Fill areas which are not accessible to full-sized construction
equipment shall be placed in maximum four (4)' inch lifts and compacted
with power tampers to the specified density.
. C-3
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Compaction should meet .the minimum percentages of maximum density
as set forth in the project specifications or the recommendations of the
report. The contract specifications supercede .the recommendations given
in this report.
MOISTURE DENSITY RELATIONSHIP DETERMINATION
Samples of representativefill materials to be placed shall be
furnished by the contractor to the geotechnical engineer for determination
of maximum density and optimum moisture -or relative density. Sufficient
laboratory moisture density or relative density ,curves will be made to
determine the optimum moisture content and maximum density for- the
various soils placed as fill. Tests for this determination will be made
using the appropriate method conforming to the requirements of ASTM D
698 (Standard Proctor), ASTM D 1557 (Modified Proctor) or ASTM D 4253,
D 4254 (Relative Density).. The materials used for fill shall be classified
in accordance with ASTM D 2487 in order to permit correlation between
the moisture density relationship data and the material being placed and
compacted. Copies of the results of these tests will be furnished to the
client and others as directed' by the client. These test results_ shall be
the basis of control for all compaction effort.
F1EtD''DENSITY .AND MOISTURE TESTS
The in -place density and : moisture content of compacted fill will be
determined by the geotechnical engineer or his representative in
accordance with ASTM D 1556 (sand cone method) or. ASTM D 2922, D I
3017 (nuclear methods). Material not meeting the required compaction
an-d/or moisture specifications shall be recompacted and/or moisture
conditioned until the required ,percent. compaction and/or moisture content
is obtained.. Sufficient compaction' tests shall be made and submitted to
support the geotechnical engineer's or his representative's
recommendations. The results of density tests will also be furnished to I
the client and others as directed.
MASTER DRAINAGE REPORT
' COLLINDALE BUSINESS PARK
Collindale Business Park is located between Timberline Roadon the east
' and the union Pacific Railroad on the west. To the south is the Harmony
Half Acres subdivision and to the north is South Collins Tech Center.
There is a 3.2 acre residential site which is surrounded on the south,
west and north by the Collindale Business Park. This 3.2 acre area is
' included in my calculations. The total area of the site, including the
3.2 acres, is 59.9 acres.
' There is an irrigation ditch running west to east across the property
at the high point. This ditch divides the drainage of the site to the
north and south. There are 18.3 acres draining south to the Chandler
sump, and 41.6 acres draining north to the proposed detention pond.
The portion draining to the Chandler sump is not to be developed at this
time and shall remain a pasture. Plans are presently under way to provide
a satisfactory outlet from the Chandler sump.
Drainage to the north will be from 41.6 acres, and will go into a
detention pond located at the northeast corner of property. The Fox
' Meadows Basin report calls for a shared detention pond with South Collins
Tech Center. This detention pond is to have a volume of 8.53 acre feet,
and an outlet of 24 c.f.s.
' There is some offsite drainage from the golf course west of the railroad
in a 24 inch steel pipe. The off —site flows are 1 c.f.s. for the 2 year
storm and 9 c.f.s, for the 100 year storm per the Fox Meadows Report.
' The attached sheet 4 shows the site and the proposed drainage routing.
Sheets 2 and 3 are drainage calculation sheets.
Phillip f. Robinson, P.E & L.S.
*: 4502 ;=
• �ti
' COMPUTATIONS STEWART�SS `lATES
- -:--- - Consultin!3En3ineersannxuVeyors
214 N. Howes St. Ft. Collins, CO 80521 (303) 482-9331
'By: �1 R Date 49 ¢ 96 Client: i1/ l ii l e/ Sheet No. Z of 4-
Chkd By: Date Project: Col n d a I e )3 U s l'n e fs h(:;t 'r1T
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COMPUTATIONS STEWART&AS-c `IATES
CcxisuitiligEn,3ineersarxdSurveyors.
,
214 N. Howes St. Ft. Collins, CO 80521 (303) 482-9331
By: PIF Date (94201 Client: le
Sheet No. 3 of If—
Chkd By:— Date— Project: (fO fr7 c-- I r- U n 'e-r-r PC3 r4r
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STORM DRAINAGE REPORT
' COLLINDALE BUSINESS PARK
Collindale Business Park is within the Fox Meadows Drainage Basin. The
' property is located on the west side of Timberline Road from 1330 feet
south of Horsetooth Road to 3050 feet south of Horsetooth Road. The
gross area of the property is 44.5 acres, including the west i of
Timberline Road and the east .2 of the Union Pacific Railroad R.O.W.
There is no offsite run—off onto the site. The south boundary is a ridge
from which the drainage goes southerly to the Chandler sump. Flows from
' the west are blocked by the Railroad embankment. The north boundary is the.
low point and drainage flows east along this north line. There is an
irrigation ditch running east parallel to and about six feet north of the
north line. This ditch belongs to Bob Shields. The ditch can carry
irrigation water from Warren Lake across the golf course. under the railroad
and the north property line. Historically, this ditch has carried storm
drainage under the railroad from the golf course and from the railroad
right—of—way. This flow from the golf course, according to the Fox Meadows
report is Q2=1.0 c.f.s. — Q10=3.0 c.f.s. — Q100=9.0 c.f.s. We propose to
not disturb this ditch or alter the flows which it now receives.
' We propose to construct one detention pond for the entire 44.5 acre
development, so that there will be no -detention required on the individual
lots. The proposed detention pond is located at the northeast corner of
' the site. The outfall from the pond will drain under Timberline Road to
the east and then into the Sunstone Swale. The pipe under Timberline Road
is per the design of the Fox Meadows Business Park Drainage Channel. We
' plan to carry the storm runoff by overland flows to the detention pond.
The majority of,the flow will be carried to the pond by a drainage swale
which runs to the north along the west side of Timberline Road.
The computation sheets of this report show the total required detention to
be 404946 cubic feet, and the capacity of the proposed detention pond is
405850 cubic feet.
The attached map of the,area shows the direction and quantity of flow at
critical points.
s'
Office of STEWART & ASSOCIATES, INC. ��1 l711�«...N-�
' Phillip 11. Robinson, P.E. & L.S.
' ��„hnrtrhr
;.: 1�.'i'•a.e••• i;Imo'
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• • -
4502
a '
COMPUTATIONS
■ James H. Stewart & Assoc. Fort Collins, Colorado
' By: Date Client: K. fill 7—iley Sheet No. z of 6
Chkd By: Date Project: Collindale 305ineSS ark Job No.
Subject S}Orr T.>' rairt as Gal ccJia �lO»I
7-0 fal Gross �rec.� = ¢¢,S acres ;��I.
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COMPUTATIONS
■ James H. Stewart & Assoc.- Fort Collins,' Colorado
' By: P1 E Date /%/%/lam Client: 001 7 bf y Sheet No. 3 of ry
Chkd By: Date Project: Co&rT Ngle, OV5r,7eis far Job No.
� bra i nac
Subject 4orie Caic�1G�%OAS
Total
D.e�en�io� T3e�vi re� — '
' M/�s.S
DIAGrZ�M
MFTHU.D
T
/0
7.3
0 zi)C0.8)(44.$)
.30
¢,/S
40
3. s
FU
z.G
90
I85
)ZO
/• 4 ti
18U
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=000
Leo
10000
'
OUTFAI
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v
jy4��d
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33Z.¢!r
373800.
41 G s z-0
COMPUTATIONS
■ James H. Stewart & Assoc.
Fort Collins, Colorado
' BY: PIE Date lll&ld2 Client: -- i Pi i J I Ti ! e �/
Sheet No. ¢ of
Chkd BY: Date Project:_C-001nd o1P Sul5ir7es
pork Job No.
' Subject v�Ilnrw► Dr'a i no a
Parcej - area = G.4- .4c G- 0.757
0.7s)(J.Y
Q�u = G!a = �O_75)(3.3 CG•4 � IS.Pj c{'�s
�.25)0.7r)(-7 C6.g - 4'Z G`►f
Pafic�l Z - �4reti = 5.-7 ,4c C =0.8 - L
1,070
1-� /s
' aio, - c_1/�-Ca�)(3.7)Cs.7)
7)(5.-7)
Par-c. rea. z. I.3 .¢c G O. �i - C.
3301 - S = 1.04
' Te- = /U ,-.i Tc. too, L. S rrtcn
z
at
C(-ZO(0-6)(
7)(1.3)` �•! c�J
(f O kn -�2 i r> e cl Po rce/I Z a 3 7,6
c O . L z y 70 - 1 = / /O
TG /C M h Tc /OU L O.0 I1 1 n
I A- _ 4.J-) ( 3•>l)� 7.0?
6' goo tf/4 = (/..25�c/o ew)C 7) 7 G) Z
Pare e/ ¢ (f = 0.a L = 3 4-0.
rc - /o rG /Va
3.5 cjl -
Glro (3.3)2.3) -. . G. I C' f
' ac�-UA ��I.zs)(0.0)(7)(2.3) _' 16.1
CoN. tjihe� PCtrcels S and C - A1-« z S.S 4`
z G160 S- /.070
TG/vo = Sti•.i.
6ti�
Gtwa = C�C1.4 = t/.z57) 06)i.7)(S•S) = 38.Sc4--s
.v . .
COMPUTATIONS
James H. Stewart & Assoc. Fort Collins, Colorado
' By: EIP\ Date / 89 Client: K• ON 7 / Sheet No. S of �o
Chkd By: Date Project: _Coll' •rydalf 132S finest 27rk Job No.
Subject SfQrP" Drct inaa l?
Fo rc e
I 7 -
Area,;, ! , 7 /4 G4c G =' (2, 8 — L = GSD '
T�_ too : S P';;
/ -Z) L 1.9
olv=
C� J=
�U.�)�
ae)(3.6)C I.Z). 3,4-
c-�5
' Pci rc-e) 6 — Area Z . 9 u� - =
o. e - L = 8 4 0
T o -
16
Tc too
Q i.-,
G I /� -
(�J.B)i z.o�(Z. � _ ¢• G cis
Qtvp,
GEC/p 7�(2-9�
Parcel
c)
reo-Z 3.5-
58U - S = I
l6/L.i 7
...
..
r
lloop,
rlly ias,Ir"T-
z.3
I C—��_ CQ(. I.IN�H L:= .Tv. r. :r•IR �r �—.��---►�
I , /
Isio.es' �---�--
/I NOT[ : .. hiPlld nrr9 el.en dr7eh
co••. e•( sMe.... filer
- / 1fe•n SO•lie•.f 4/W
/ I �
/ i I
•./Gel. e / LA wRFIWEE
/
DRIVE-
lie
sm
=oc
.�
t q•
7n
a
lit 1
e I claw,
uur erol
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G
n 9 nxtr rVl� ��0�
Tina! Approved Report
io Date
ADDENDUM TO,STORM DRAINAGE REPORT
FOR
COLLINDALE BUSINESS PARK
FOR THE
AMENDED OVERALL DEVELOPMENT
OF
COLLINDALE BUSINESS PARK
PREPARED
FOR
THOMAS CHANDLER
PREPARED
BY
STEWART AND ASSOCIATES, INC.
103 SOUTH MELDRUM STREET
FORT'COLLINS, COLORADO 80521
303/482-9331
AUGUST 6, 1993
ADDENDUM TO STORM DRAINAGE REPORT
FOR COLLINDALE BUSINESS PARK
' FOR THE AMENDED OVERALL DEVELOPMENT
OF COLLINDALE BUSINESS PARK
' SITE DESCRIPTION
The Amenr' d Overall Development Plan for Collindale Business Park incl-;des
' all land in the SEa'of the NEI and in the NEI of the SEI of Section 31, Tov.:.ship
7 North, Range 69 West of the Sixth P.M., City of Fort Collins, County of
Larimer, State of Colorado, which lies east of the Union Pacific Railroad and
' north of the City of Fort Collins property known as Timberli- Wetlands.
Included in the total site is that part of the Timberline St age P.U.D. and
that part of the undeveloped Chandler property which drains ...uth to the
Timberline Wetlands, as well as all lands of Chandler, Chadwick and the
' previously developed Collindale Business Park area which flows northeast to
the existing detention pond at the northeast corner of the Collindale Business
Park.
' PROPOSED DRAINAGE
We have included with this report a plan of the Collindale Business Park
' area. This map was a part of the 1989 Collindale Business Park Drainage
Report,and all of the parcels draining northeast to the detention pond were
shown. The enclosed map is updated to include the Timberline Storage P.U.D.
' ar:d also the undeveloped Chandler property which drains south to the Timberline
Wetlands.
The Timberline Storage P.U.D. drainage report prepared in April 1993 by
Stewart & Associates, Inc. shows that a north sub —basin of 0.75 acres will
drain to the north through a detention pond with a release rate of 0.32 c.f.s.
into Automation Way. This onsite detention quantity and flow release rate
into Automation Way substantially complies with the requirements of the 1989
Collindale Business Park Drainage Report. The south sub —basin of 3.63 acres
will drain undetained into the Timberline Wetlands, with the appropriate erosion
control procedures being utilitized.•
There are no development plans at this time for the.remainder of the
Chandler property which will drain south into the Timberline Wetlands. At
the time that development is proposed for this remaining land, a detailed
drainage plan and report shall be prepared, and onsite detention shall be
required if the developed imperviousness is greater than that provided for
in the Fox Meadows Master. Plan.
All that part of the Amended
Business Park which drains to the
patterns and.quantities shown in
therefore, further development in
and with the City of Fort Collins
Control.
Phillip I. Robinson, P.E. & L.S.
Overall Development Plan of the Collindale
north will remain unchanged from the drainage
the 1989 Collindale Business Park Report;
that part shall comply with the 1989 report
Criteria for Storm Drainage and Erosion
4502 •+=
1
1
1
1
/
I
1
I
i
1
I
AMENDED OVERALL DEVELOPMENT PLAN OF
COL L 1NDAL E BUSINESS PARK
RLP Zone
MEADOWS 1 SUBDIVISION
__ __ _ __ --idi-----------�_
PHASE SIX
11 4.5 acres pro"--
.4.4 acres net ti
A
%'HASTE SEVEN
es grosq,
IL
acres net
iI
t
e% l /
/
°M ROE.. Z� a
/. 9.7 acres gross ,
8..2 acres net /
J. = ri/NaERVI �R6d�f
♦
. . t
LEGAL OESCtiM0ll
wNL
• 110
t tract of IW sltwb 10 th East { of Sctlr 31, Tawthip 7 Menu. Vogt is bet of the SI.N V,M.. City of fan Call,., CasestY of Lnrlah Slate
/ G U , ftlaa
,V,�" d
•��
am•
of
Colorado. rlueq emsWnny the East Ism of iha bnhen! + of asld Let1a
71 n Marino S 00. OS' 00• E am a1th all bathe l eti eteao bnl• relative
It cmNllaa .1 Nln tes buoy"
3
�..: P.I '.
of said life. snick prole at the [cat + Caner
o/ asla Yetla ]I. w ran thee• .Islas w lost Ilee
-
•
•
of the southeast I of
said calm 31. S 66' 01' ]T Y 671.6E floe, Nest M 69' 56' 27' M ]a 00
em
flat; the M 74' 01' all- V 294.97 feet'
r'■t
r
■
Ned M 6]' S2' Coe` Y E79.45f"tt
topics II 76. 54' 16' Y 167.11 flat: thee. M 6]• 49' 26` Y ]i6.61 feet to the
14 a.,Jim of ehe lot"
d
_
kence alongeight.
okays line. V W' si'f 1911. S feep limes cSa69'56. 27•said
( 102
•
■
.16
Ea a "'at a the East Iles of top bd raalt I of said bctses ]l; tbece slay said East lies. S 00' OS' W E 1]]0.19 fast to the
.�
•
ant of boalee/y,
ca•tanly 49.620E saes, award as, lost. old being toplatt to •11 some■Ite W rlohMefO,y ns M Vince or of need,
,
196 ■
• I � - f6=
•
i
by •
•
:.
RLP Zon
OOLL/NDALE ,-'GOLF
RAILROAD
MRS
e
SCALE-/ %/00'
— — — — — — — — — —
O 50 420 too 400
i
COURSE
`------------
IY
4954 --------------------------
----------
PHASETHRE P�
acres5.4 gross , "E4SE OUR
i 4. 9 acres net / � 6..8 acres gross
6.4 acres net.
4M
[same fesepfMeeorlep fuM/A/
AUTOMAT/ON
� O
i
PHASE Two
�4.6 acres gross -
�% 3.5 acres net -------- --------<.
Zone
tP PHASE FIVE
� W
6.3 acres gross m
4.9 acres net „
of POND
,.RHAA= ONE SMARTAY Erf#1110W
i b
/ 4.4 acres gross 4.4 acres gross
3-5 acres net ..f.r . w 3.6 odes net
-- 6OO.05
Ir1/ cam ee sepNoe-----
RL P Zone
�Ifewest•' uM E••11111 Cuu9EEMT]a
Aft re.e' 67 the Vleasag W 7oeeag eeord of ties City N fan Collins, Colorado.
m this —_ d" of H
Sloa"M at Vlameag dad beea9 bond
. OKA$ SIGMAME
TM aeeanloesd, bolo■ the laf.l .roan of the laeaery described an Nl, site
oink y heresy ""Ify that they accept the coodltlas W nstrlctsas set
tank a nu sib Coln,
Sired Cob
stgepd Deep
519nd Oats
slitar oats
signed ate
Slgoed Dete
K—-
1 ,
1
I
SITE DATA
EdrNwp Za/rap - /P ow N£
Ider— BWAI/wp NOW — 40 /eel
Wee Maidstone F/oer Ares— 656,504 sge■re /weA
ANTICIPATED 1,4N0 USES
Office ---- 60%
Atrtecfrfof r5 %
WORANW,v 1!5 %
All ARIAmt/Ief LOW 4e■ M// se of/Aa9N for aY/ /dens.
6
.aka. I aa4ae
Scale 1 in feet 1
1000 500 0 1200
7L
Legend:
drainage divides
open channel with
direction of flow
stormsewers and drains
with direction of flow
general direction of flow
of surface drainage
Qponding areas,
detention ponds, etc.
drainage concentration points
A [ see Table 3
FOX MEADOWS BASIN ( BASIN H
Existing Drainage Patterns
Figure 2 .
RESOURCE CONSULTANTS, INC. • Fort Collins, Colorado
\ �`` —�_=--__—\—_\ —=_ems==�_��'— ,S�_ / 1 _\_ \------', I / I / G `—�� -•__ i -- ---
__-- �_ _--_-------
roPeiei E 1/ /•.z3T,.� \\�/i1 —�J�// .c q Jc cit---
\\ ` 1 I —� �— Npp•O4/j L 1]so.ee \.--� r.••• 1.0 Cft
NOt.0q�9 \ OF T)Ahl3E;ZLINE $ ORRGE
PvD
HP
s0.751 A C 0 SITE 17 TNTYDN= /
53GG
%/ // /�/ I/ I ►h\�j ..-__.. ��//GI. F NOTE Shieles' irriao—
iPL�SE-IN/1f0 FUTUlMFi70Nw0.32 cf3 / 1 ocs+r.
trerw 2a,1-oe-
_ / //•/ / I - I O/ / yl / / l ! / \ We Oro easeOTOF..
/ _
s- A�. _ /
L` Q.37 �r ^�/ Dt7Cuno �9e� � lDC7Cw7T10N 4E�'l1,ZCD a4Clp�0 ei �•= / / \ I ���
I�/ �oectc _ -
/� /Y \1 I J Gtt //f1//OVfitO.J+0.177 cft / �aLLOv,/ BLE OUT.WW a /. ZS cif LT109-
C../ lY
AV
Al k
/. � l °•/ // - \ l � `i '� i' / / is � o` ~% �-) I / '°`��• l i—
¢ CATCH 3�9.w1
0sy I.LA L" /// \ .l w+u.s a"s n.� „<::.7, •ode' -zip
/ � • : % J ' I I Q"�\ ��♦�� v..: I,.s.i. � �coNsr to O
s. 7 / r 2.9.=F-= .. ... _ f1y / / - `.. _ cousT .1-' c<+Tc.+ �..�-.
V �� / I ' ^ I � /� r 4- y M •/ V / ' i / % / y^ Ilw. aze•/f/ �—\\\
w�
PPIUM
•
<-� t1f>ARcIL a fX K(r TINtlls/(
<0` cP� / A / / ...Y \ 9 I e GONT°uR
/ • • / t J _ / e �i •-1
ro
JT
'� 1 - _ ✓ / / / //dr �� �.t- P0,21. ,I`,<o Iy/- 'Sr' / J�� ' i� - / � w � / I \\ \
•:rya.
// � / i f•DK<' _1 � O%s<16..7c t_.'� / - _ � '•r. -•Lf / r,W ]%,,��I .c!
_-" � - �_ � _ _ _i- J ' / � / / �- fir'. Z7.G �!G<- � - .Ycoc:- = en<.t 9 • — _: _ _ _ .--_.c___..�---� _
7 �•.c
so° obTi'T-.—�-i'iii^- _ _, �-\ �e-__- � = .. .. _: 7:� _ %/..c visJ.J vs ."�.•__-_
- -� -M �1 -- -_-_ - � J � .� - S WO'49' !° t n.•CFrI•r... Jut7es.w -,:) p ,�' =' �-
---� `SEL•TION
-UST .V CORR[R •••MeT�G'2�`!►yam /�<�./��}� --� e- - �r�--
yb-��'-� 1� sY V/1V I.S a<. \ '� --i•� � C--�
..•
/ ' // �/' \` � � 1 / 1 I / ,<I 3 / CO•Vr ! 29i �'QL<-i �\�411J�/ f � \ i I W •�S I � /aYI1tLi �'l<.-11
NOTE : DETENTION SHALL BE 4 're a s� - - -�. ". __... _.. \---- - -- • ` j I 1
-. REQUIRED ON THIS TRACT_ IF S7 • -%' r 4 s=-
' .. - ✓ 71 a ir-� _ t . Sce s�eeJs 15 E 1
DE✓ELOPMENT /$ MORE IMPEZL,,Io/S o=-e�:se2 THAAl:'F01[-ME/�►pO.Wt.L;Asl&) MASTER
PLJ4N ^
_.. _.-_.
= Ib td ..
REVISED _ DRJQINAGF nc�,N FOR
I /gMENDED O✓ER-kt- DEVELOPMEMT PLAN)
C0LLINt7J1:4LE gUS)A✓FS'S PARK
f
I
I
10
u
■
} O
0 L7
■
LL. M,
■
■
I
�
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•
■
FEAR Rn.NIT
■
1/2- 10' •
1/4-R� I1 ■ m 1
•
1 I/ R $p
CdRREIE 6. 4 : '.
P ■
■' WATICAL CURB (CATCH PAN) ■
x.TS ■
■
I/Af91T16'
'R
CONCREE
■
■
■
6" VERTICAL CURB (SPILL PAN) IY dim
jr
•
3' ■
■
■
CONCRETE PAN DETAIL T • �.�•
AT' ■ ���
DETENTION POND ■ '` ���
E].EVATKIN (FT.) ACWMULATIVE VOLUME (C.F.) Y��•
951. AO 0
41 1867
4952.28 111 <- 10-V WE,.
495277 8971 A. 100-YR VD.
4953.00 11107
4953,40 16207 <- TOP OF POND
N LOYIABLE RELEASE RAZE
III 41C0-YR = Om ENT
TV
r
'N9PEN "XR-71
S� T m m
'r H wlr.,■■EEm,
PoINREMAIRWAYS (Ti1CENTERS
WSTML CLOSE MESH GRATE IN ACCORDANCE.
Awn�Wm iA A sro. U-604-11 OR
Ei w5zw
I I
I 1
I I
I 1
I I
3 ____ = • EL 495140
R IM 90
%1 AN R®K Ww1T CENTERS
IP.ACONCRE�OU�T59RUC�RE
W�STANDARD IN�T�ATEIN�T�ATE
T
_
III:..
S89'56'27"E
^'S/
I
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SO ' DT=EA Axo
i
cerzxnW usfSxxT
TT
- ___-______
-TO
5ZAYw
oawG
r
II
„,
] DRAINAGE
A
PH
Maw qu Iml 37
AN xwn ommrF IN MY
VAS IL RIP RM
S
L�Yl�
i�M•z 1 .. �ql /
—9lT rtRrF (TYPE
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1I.x LF r vvc vPE
•ox y
1-14- WCC 9fEWAlK WASP
3' odic. Pµ r
xnr RAE 1 f 20 O 10 20 40
¢ (mewum 1 1 INTI
r ORIpNAL SCALE- 1'=20IT
C/
1Dr
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RJi _ Y l I
Is RA> VA/ -ry FJT
I I w
I I �
EXISTING- ..
WNV N Ux
® F
SIDE I� ' wsoq E 3 sx -
,1. i Ex 8 S/l
REET
_�
-
a.�J
j I rl (�A I�� i
11- CURB tlSM° 1-1P WfE SSE1ENl{ PHASE
(DIE EACH EMITTER)
MR95,
w4 (c�ni Vnl 6
I <
-riw NENRMY111Nwi.- \_: �b ,I � .T'TAuulm"
WRB A TWA
�MN /y 1 I i..
W) W12R y�I. amLYM YN. [ 441J
y^5 (RILL PAX) 1 IT A W
( wl m~Yl"InT ww'"a rtwla v win W1a117a IN 1u1�NM
w
N89456'27NW 317.891 '
- ., N.E,1R,- '3 CONTRA1
win msim
7
Ammmom
f1sNl.m'111REn�i1i
MLyNn I
Xn. —
SUVAMN RMY W41.PofILVAMM I'I
na1L NOTE: STANDARD EROSION CONTROL CONSTRUCTION PLAN NOTES
- .HILT. 1996 Nlnwn�wp in
y,W TownrywMIN)
voxoW :I ;: m
1. TIRE CITY OF FORT COLLINS STORMWATER UTILITY EROSION CONMCl INSPECTOR MUST BE NOT AT LEAST 24 HOURS PONT TO a`
12' EINE ROENCY OVERFLOW ANY CONSTRUCTION ON MIS SIZE. w
l
-LORIRII.N.n.
-NOW
PROP05ED
OFFICES I-
5TO12
9,665 50,
FT.
F.F. cm
4954.50
2. ALL REWIRED PERIMETER SILT FENCING SHALL BE INSTALLED POOR TO ANY LAND DISTURBING ACIMTY (STOCKPILING, STRIPPING,
STECTI I"
GRADING, ETC). ALL OTHER REWIRED EROSION CONTROL MEASURES SHALL BE INSTALLED ATM APPROPRIATE THE IN THE
n.mnuruu m
a Iu[ru
CONSTRUCTION SECLENOE AS INDICATED IN ME APPROVED PROJECT SCHEDULE CONSTRUCTION P ANS. AND EROSION CONTROL
REPOR*.
em vrmu ammmn[Inmrm m,lrvs er _.
mI
1 PRE -DI TURBANG TATIDIN BE TIED ANOg[TAIAIFILAEV, POSSIBLE fl(if11MAE'171RIa1MICC"�'IRSTNf:
-
- - T1■EYA1gE !F IAIa1RUcngN OPERATIONS, AND 'E R THE SHORTEST
-PRACM04
/—
PE180D .
I
pmxNxge4o
4. ALL SOILS EXPOSED WRING LAND DISTURBING ACTMTY (STRIPPING, GRADING. UTILITY INSTALLATIONS, STOCKPILING, FILLING. ETC.)
/ PE m
SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISCING ALONG LAND CONTOURS UNTIL MULCH, VEGETATION, OR OTHERPERMANENT
/ TET
EROSION CONTROL IS INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGdTS OF WAY SHALL REMAIN EXPOSEBY
LAND DISTURBING ACTIMTY FOR MORE MAN THIRTY (W) DAYS BEFORE REWIRE iEMPORAR I OR PERMANENT EROSION CONTROL(E.G.
SEED/MULCH, LANDSCAPING, ETC.) IS INSTALLED. UNLESS OTHERWISE APPROVED BY ME STORMWATER UTILITYPON-FrVERe1B1T'SPI11u&X.'x0
/1
4WIND-CAUSED
5. THE PROPERTY SHALL BE WATERED AND MAINTAINED AT ALL TMES DURING CONSTRUCTON ACTNTIES SO AS TO PREVENT(CRAowOKD
SEAT
EROSION. ALL LAND DISTURBING ACTMTIES SHALL BE IMMEDIATELY DISCONTINUE WHEN NOTVE DUST IMPACTS
ADJACENT PROPERTIES, AS DETERMINED BY ME CITY OF EMT COLLINS ENGINEERING DEPARTMENT,
REVISED: 6 13 971 8 27 97 iD 15 97
6, ALL IEMPORARY (STRUCTURAL) ER05W CONTROL MEASURES SHALL BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS
NECESSARY AFTER EACH RUNOFF EVENT IN ORDER TO ASSURE CONTINUED PERFORMANCE OF NEW INTENDED FUNCTION. ALL
PARK ENGINEERING
RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND
LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO ANY DRAINAGEWAY.
CONSULTANTS
EM:LONGMONT
1240 MAIN STREET
7, NO SOIL STOCKPILES SHALL EXCEED TEN (10) FEET IN HEIGHT. pLL SOIL STOCKPILES SHALL B PROTECTED FROM SEDIMENT
CO. 80501 (303)651-6626
TRANSPORT BY SURFACE ROUGHENING, WATERING, AND PERIMETER SILT FENCING. ANY SOIL STO PILE REMAINING AFTER 30 DAYS
SHALL BE SEEDED AND MULCHED.
1
ENGINEERING DATA MANAGEMENT
I6: MIN
8, CITY ORDINANCE PROHIBITS THE TRACKING DROPPING, OR DEPOSITING OF SOILS OR ANY ONE MATERIAL ONTO CITY STREETS BY OR
FROM ANY VEHICLE. ANY INADVERTEINT DEPOSITED MATERIAL SHALL BE CLEANED IMMEDIATELY BY THE CONTRACTOR.
1
GRADING, DRAINAGE k EROSION CONTROL PLAN
LOT 5B, A MINOR SUBDIVISION PLAT OF
LOT 5 OF COLLINDALE BUSINESS PARK THIRD FILING
- .
To_If /
lot ON for
—` — `�" 'n •ei'eic /ea»' �^ _ —i _ /--/_�/ /� /wao•oa en"e / uae.es' `\�.� --� l�+w. f.o h
/ l l I ( ` / r I j \ NOTE I Shields' irri9 oto• d•Ich
/ /,'/ 1 / I I 1 fro" 4 4Serw Fla..
// WYat, / fro" .ro hoed R/W
\ _ / 2 d Fro �ro IF COYT B.
t / / ` We O�ncr !n PONT ..
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