HomeMy WebLinkAboutDrainage Reports - 01/21/1998i
FM
PARK ENGINEERING
CONSULTANTS
FIROlTY OF
FORT COLLW6
FINAL DRAINAGE REPORT AND EROSION CONTROL PLAN
HEALING ARTS INSTITUTE
LOT 5A, REPLAT OF COLLINDALE BUSINESS PARK
3'd FILING
FORT COLLINS, COLORADO
420 21 st Ave. Suite 101 • Longmont, CO 80501 • (303) 651-6626 • FAX (303) 651-0331
FINAL DRAINAGE REPORT AND EROSION CONTROL PLAN
HEALING ARTS INSTITUTE
LOT 5A, REPLAT OF COLLINDALE BUSINESS PARK
3°' 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
24021 ST Avenue
' Suite 101
Longmont, Colorado 80501
' (303) 651-6626
October 6, 1997
' Revised: November 21, 1997
January 6, 1998
' PEC Job #23150001."d
TABLE OF CONTENTS
Certification
I. General Location and Description
II. Historic Drainage
Ill. Drainage Design Criteria
IV. Drainage Facility. Design
V. Conclusion
Appendix A - Drainage Calculations
Appendix B - Erosion Control
Map Pocket
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 Healing Arts 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 ndards forjo q wner�s, thereof'
I. GENERAL LOCATION AND DESCRIPTION
LOCATION
' The proposed Healing Arts Educational Facility is located within the Collindale Business
Park, a subdivision located in the east % of Section 31, Township 7 North, Range 68 West
' ofthe 6'n P.M., City of Fort Collins, County ofLarimer, State of Colorado. More specifically
known as Lot 5A 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 1.39 acres of the existing 5.7 acre Parcel 2; which is 24.4% 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 oftrees, and has a ground cover of a variety of grasses and
weeds. The site slopes northeasterly on an approximate slope of 1.4%. There are existing
improvements that surround the 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.
II. 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 Hydrologic
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 Healing Arts Educational Facility site (Lot 5A) will be developed in a manner consistent
' with the storm water management master plan (see report/plans in Appendix Q. 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 to the west and an undeveloped lot to the south 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 5A to the
total area of original `Parcel 2', as shown on the Master Plan. The required detention volume
equals 8,452 cf 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 and the subdivisions `Storm Drainage Report' for Collindale
Business Park dated March 14, 1989 by Stewart & Associates, Inc. (See Appendix Q. The
site will maintain the flow patterns and be consistent with the development practices in the
area based on the master planning. Refer to Appendix B for erosion control measures for the
site.
APPENDIX A
' { Table 3-3
RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS
' Character of Surface Runoff Coefficient
Streets, Parking Lots, Drives:
' Asphalt ....................................:. 0.95
Concrete.. 0.95
Gravel ....................................... 0.50
' Roofs .......................................... 0.95
i
Lawns, Sandy Soil:
Flat <2%.............................. 0.10
' Average 2 to 7%..................... 0.15
Steep >7%.. 0.20
tJ Lawns, Heavy Soil:
Flat<2%.....................................
............................
0.20
Average 2 to 7%. 0.25
—' Steep>7%..................................... 0.35
3.1.7 Time of Concentration
In order to use the Rainfall Intensity Duration Curve, the time of
concentration must be known. The time of concentration, Tt, represents the
time for water to' flow from the most remote part of the drainage basin under
consideration to the design point under consideration. The time of
concentration can be represented by the following equation.
T, = tov + tt
Where:
Tt - Time of Concentration, minutes
t„ = overland flow time, minutes
tt= travel time in the gutter, Swale, or storm sewer, minutes
The overland flow: time, t,,, ,can be determined either by the following equation
or the "Overland Time of Flow Curves" from the Urban Storm Drainage Criteria
Manual, included in this report (See Figure 3-2).
l87(7.1-CCf)d 12
TOV S113
Where: T„ = Overland Flow Time of Concentration, minutes
S = Slope, %
C =.Rational Method Runoff Coefficient
D Length of Overland Flow, feet (500' maximum)
C= = Frequency Adjustment Factor
The travel time, tt, in the gutter, Swale, or storm sewer can be estimated with
the help of Figure 3-3.
3.1.8 Adjustment for Infrequent Storms
The preceding variables are based on the initial storm, that is, the two to ten
year storms. For storms with higher intensities an adjustment of the runoff
coefficient is requiredbecause of the lessening amount of infiltration,
depression retention, and other losses that have a proportionally smaller
effect on storm runoff. .
These frequency adjustment factors are found in Table 3-4.
May 1984
Revised January 1997
Design Criteria
3-5
No Text
HEALING ARTS INSTITUTE
■
DEVELOPED RUNOFF
SITE BASIN:
'
AREA =
1.39
-ACRES
S —
1.00
%
CALCULATIONS
'COMPOSITE'C'-FACTOR
TYPE OF IMPROVEMENT
AREA SF
%
C5
CIO
C100
BUII,DING
7360
18
0.95
0.95
0.95
PARKING
22584
41
0.95
0.95
0.95
LANDSCAPING
30541
41
0.20
0.20
0.20
'
COMPOSITE'C'-FACTORS=>
0.57
0.57
0.57
RATIONAL METHOD ADJ. FACORS =>
1.00
1.00
1.25
Q=CIA
Tc = 1.87 1.1-CfC •S RT L / S^1/3
L =
380
S =
1.0
%
'
Tc 10 =
19.29
MIN
Tc 100 =
14.09
MIN
I10 =
3.30
IN/HR
'
I100 =
7.30
IN/HR
=CIA
'
10 = CfC1A =>
2.62
CFS
100=CfCIA=>
7.24
CFS
Page 1
HEALING ARTS INSTITUTE
ALLOWABLE RELEASE
RATES:
PER MASTER PLAN:
'
PARCEL SIZE
1.39
ACRES
ORIGINAL PARCEL 2 (TOTAL)
5.7
ACRES
CONTRIBUTING PERCENT
24.39
%
'
FROM MASTER PLAN:
'
Qr(ALLOWABLE OUTFLOW) _>
1.25
cfs
Q10r & Q100r (LOT 5A) _>
0.3
cfs '
'
VOLUME OF RELEASE @ 5 MIN. _>
91
Cf
VOLUME OF RELEASE @ 10 MIN. _>
183
Cf
VOLUME OF RELEASE @ 15 MIN. _>
274
Cf
'
VOLUME OF RELEASE @ 30 MIN. _>
549
Cf
VOLUME OF RELEASE @ 60 MIN. _>
1097
Cf
VOLUME OF RELEASE @ 90 MIN. _>
1646
Cf
VOLUME OF RELEASE @ 120 MIN. _>
2195
Cf
'
VOLUME OF RELEASE @ 150 MIN. _>
2743
Cf
VOLUME OF RELEASE @ 180 MIN. _>
3292
Cf
Page 2
HEALING ARTS INSTITUTE
■
POND VOLUMES:
AREA
1.39
ACRES
'
C10 =
0.60
CfC10A =
0.834
C100=
0.77
CfC100A=
1.000
Q10r & Q100r (RELEASE RATE) =>
0.3
cfs
'
CUMULATIVE RUNOFF CF
10-YEAR
100-YEAR
'
TIME
10-YEAR
VOL. W/
100-YEAR
VOL. W/
MIN.
110
c
RELEASE
1100
c
RELEASE
0
0
0
0
0
'
5
5.60
1401
1310
9.20
21760
2669
10
4.40
2202
2019
7.10
4,260
4077
15
3.73
2800
2525
6.00
5,400
5126
30
2.60
3903
3354
4.15
7,470
6921
60
1.62
4864
3767
2.60
9,360
8263
90
1.20
5404
3758
1.87
10,098
8452
120
0.92
5524
3330
1.43
10,296
8101
' 150
0.75
5629
2886
1.18
10,620
7877
180
0.64
5765
2473
.1.05
11,340
8048
DETENTION POND =>
STAGE - STORAGE
'
ACCUM.
ELEVATION
AREA
VOLUME
VOLUME
'
FT
FTA2
FTA3
FTA3
4952.05
0
0
3062
'
4953.00
6447
3062
4953.07
3767
<= 10-YEAR
'
4953.57
8452
<= 100-YEAR
9499
'
4954.00
12551
12561
Page 3
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HEALING ARTS INSTITUTE
RELEASE STRUCTURE
10 & 100-YEAR:
'
ALLOWABLE RELEASE RATE =
0.30
CFS
C =
0.65
H =
1.52
FT
ORIFACE RELEASE
Q100 = CA(SQRT(2gH))
tA
= 0100/(C)(SQRT(2 H) _>
0.05
FTA2
R = 12*(SQRT(A/PI)) _>
1.463
IN
'
D=2R=>
2.926
IN
'
USE _>
3
INCH DIAMETER ORIFACE
Page 4
HFALINGARTSINSTITUTE
OFF -SITE RUNOFF
OFF -SITE WEST OS -
AREA=
0.38
ACRES
S —
1.00
%
Cl-FACTORS =>
CIO
C700
0.25
0.50
RATIONAL METHOD ADJ. FACORS =>
1.00
1.25
'
=CIA
tTc
= 1.87 1.1-CfC 'SQRT(L) / S^1/3
L =
490
S =
1.0
%
Tc 10 =
35.19
MIN
'
Tc 100 =
19.66
MIN
110 =
2.37
IN/HR
1100 =
5.20
IN/HR
=CIA
10 = CfCIA =>
0.45
CFS
100 = CfCIA =>
1.24
CFS
Page 5
HEALING ARTS INSTITUTE
fl
OFF -SITE RUNOFF
OFF -SITE SOUTH (OS-S):
'
AREA =
0.34
ACRES
S —
1.00
%
'
Cl-FACTORS =>
CIO
C100
0.25
0.50
RATIONAL METHOD ADJ. FACORS =>
1.00
1.25
'
—CIA
'
Tc= 1.871.1-C1C'S RTL /S^1/3
L=
450
S=
1.0
%
Tc 10 =
33.72
MIN
Tc 100 =
18.84
MIN
I10 =
2.45
IN/RR
'
I100 =
5.30
IN/RR
CIA
'
10=C1CIA=>
0.42
CFS
100 = C1CIA =>
1.13
CFS
Page 6
' WEIRS
nter up to 10 weirs.
nter <Return> only for flowrate and length to end.
LENGTH COEFF
HEAD
�LOWRATE
(CFS) (FT) (-)
(FT)
-----------------------------------------
0.46
10.0 3.100
'.61
7.84 1 10.0 3.100
0.40
��ox£ D' =pus i¢2�F Gi,)£r)
DRAINAGE CRITERIA MANUAL
50
30
t— 20
z
w
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a 10
z
L
a
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fA
W
3
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Q
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;nn►�n�ann►inr�
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VELOCITY IN FEET PER SECOND
Figure 3-3 ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
* MOST FREQUENTLY OCCURRING "UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE:: "Urban Hydrology For Small Watersheds"
Technical Release No. 55, USDA, SCS Jan. 1975.
5-1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
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APPENDIX B
EROSION CONTROL
' Temporary erosion control for this site consists of silt fence, hay bales and vehicular tracking
precautions. Silt fence is to be place on the down slopping side(s) of all areas where
' earthwork will be done and where the soil will be disturbed. The sites access to Automation
Way shall be the initial grading so the installation of the Tracking Control may occur. Prior
to initiating the overlot grading, all silt fence shall be installed in accordance with the enclosed
' plan. The required hay bales shall be placed in front of the release structure prior to installing
the proposed sidewalk chase section to the existing curb and gutter. Permanent ef6sion
control will consist of concrete pans in the storm water flow charui6ls where required. Please
' refer to the G ading, Drainage and $rosion Control Plan for specific location of erosion
control devices and notes.
RAINFALL PERFORMANCE STANDARD EVALUATION
----------------------- ------------ ----------------------------------�
PROJECT: ftci•xis STANDARD FORM A
COMPLETED BY: pAe-fG �SwYA "ATE: /Z1 9 7
--------- -------------------------- ------------------------(r--------�
DEVELOPEDIERODIBILITYI Asb Lsb Ssb Lb -� Sb I PS
SUBBASIN I ZONE (ac) I (ft) (%) . (feet) (%) I (A) I
----- ---- I---- ---- ---I-------I----i----��---'------------I--- ----i
f►« 1 /fie 1/39 5 / ! j77.7j
sIT
----------------------
DI/SF-A:1989 .
PAGE 23
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n 1\nf\ r\nnn l\h n1\n^ f\ n f\ n.r\ r-Ir
-Ir\n r-I r'�
01Oq*.t0r-00C0r\r,1,t0t0%0LneterMMNN0)t0etr4O1t0
. . . . . . . . . . . . . . . . . . . . . .
O N N N N N N N N N N N N N N N N N N N r1 .; rl r/ O O
11. n r*l n ill ^ 1*l r\ ^ t\ 1-1 f\ n r\ ^ r\ t\ f\ n ^ n n r\ r\ n 1-1
' 1 = 1
1 3 F-- ^ I O O O O O O G O 0 0 0 0 0 0 0 O. 0 0 0 0 0 0 0 Cl 0 0
I O C9 F- 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cl 0 0 0 0 0 0 0 0
1 JZ W 1 r-I NMerLnt0r�lwmCD M-q:rLnt01�wmCDLnOLnCDLnCD
1 Li W 1 r 4 r-i rt rti r1 N N m m et -14, Ln
' 1 J 1
TABLE 5.1
EFFECTIVENESS CALCULATIONS
----------------------------------------------------------------------
PROJECT: /Jft4.M� , .}-s STANDARD FORM B
COMPLETED BY: 14.K- Ce,Jsvr,Wf --SDATE: `/ Q
Erosion Control
C-Factor
Method
Value
-------------------------------
�JI�
/kt*i r3i
----------------------------------
A" o
P-Factor
Value
/,o
-/,0
os
p.8
Comment
49,67 4c
MAJORS PS SUB AREA
BASIN (%) BASIN+ (Ac) CALCULATIONS
sn 77 � ----- I /, 39 - -C --- o z o:o j -t �.58ZO.�S tCos i 1,39
-- [/SF-B:1989
CONSTRUCTION SEQUENCE
' PROJECT^r(GTS STANDARD FORM C
SEQUENCE. FOR 19 ONLY COMPLETED BY.:r,-2SrJ£9Ei,-y, DATE: -ALP
1 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 B ,�iA I !1'-----------------------------------------------------------
/`u�7 VG►�
'. OVERLOT GRADING �--
' WIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers -
' Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment.T.rap/Basin �.
' Inlet Filters .
Straw Barriers
' Silt Fence Barriers
Sand Bags
Bare Soil Preparation
' Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
1 �
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
# Z,3
JOB
PARK ENGINEERING CONSULTANTS
SHEET NO
OF
1240 Main Street
LONGMONT, COLORADO 80501
CALCULATED BY
DATE
(303) 651.6626
FAX (303) 651-0331
CHECKED BY
DATE
SCALE
/7S
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PRODUCTM 1 (SmgkSfMjM I (P>�j MW 01471. TO O*r PHONE TOLL FREE 1-MMM
APPENDIX C
1
STORM DRAINAGE REPORT
COLLINDALE`BUSINESS PARK
r
MARCH 14, 1989
f
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
16f Timberline Road, and the East -f' 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 in 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
March 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 1 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, therearerun-off computation sheets showing flows at design points.
These design points are shown on the attached map.
' 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.
' 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.
' Office of STEWART & ASSOCIATES, INC.
3�isf�
' Phillip Robinson.-P.E. & L.S.
aatW :,
a.Sri
V` ` •1` �v CO CGS +,1
�t5024
i •
/t 1
2
COMPUTATIONS
' James H. Stewart & Assoc: Fort Collins, Colored
By Pig Date ! /6 8 Client: K. Bill %iley Sheet No. •3 of 14--
' Chkd By: Date Project: lollinolale BclSineSs Bark Job No.
Subject S�-Orr-t '%bra irl c+ G(n C:0)ct I'o f
) 0-�a1 Orr055 /4''ec` = . ¢4-. S acres
';4is4vr-fc G=•0.20 S = 0.88�C
%- 1.0 7 /.1- .20) Fla O _ 74-S
—
i
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' .4llowadle ova- �10� Per- gcrC = 7.)Z 0.)6
G = Q, BS Pop" 7-0ri
J
' slope 0-- Jofs - use /. O /"," 4r devPfaP ed lo45
' SluPe o� Streets use o.4-�0 ✓e%ocd in 5 ✓4et = Z. Z Fps )
■
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volame, To zAL t/olvM e
1300
) 300
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/ 37 500
4( / q 0,20 3 d 0 SU
' 0 ve4) o..i c,i- e)evo.k oh 4-4 4-�/ there _ore Fr-ee boars = / , 0 V
COMPUTATIONS
' James H. Stewart & Assoc.
Fort Collins, Colorafl,
By: EIIE Date Client: l/. L3ill
% ,Ic y Sheet No._ -of 14-
' Chkd By: Date Project: COIL? ? �QIP
15/5f'7Pf5 hark Job No.
�L
Subject �741 ' lira 1 nGGfe ('cZ)C(.l c.�10k7I
'Tofa1 D.e�en�lo�. l��tU%r c� — /4rea_LTo--al)-C/Arts, oP porcelt
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COMPUTATIONS STEWART&AS. )CIATES
ConsultuY3 En.3ineers and Surveyors
214 N. Howes St. Ft., Collins, CO 80521 (303)482-9331
BY: Date Client: JT L3i// Tilfx Sheet No. s off4-
Chkd By: Date Project: CO 1 h c10 If G VS i h L017 F2 I-r
Subject -S-k-6r" Draln�ag On S 1, �t- --x J-1' 0 --A %{eon 0 n Jparfel-r zi 3
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MATES
1 i O M P U TAT I O N S STEWART&ASE
Consulting Engineers anc t:urveyors
214 N. Howes St. Ft. Collins, CO 80521 (303) 482.9331
By: FIZZ II
Date L I Client: N 73 i 1) Ti /P y Sheet No. of 14- �I
' hkd By: Date Project: Go hcl a I c vs I n eft Pork
subject_ storm Drainog� - Gver Gaflaci�y — /ni�ial S�vl-^'+ !
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COMPUTATIONS
STEWART&ASS MATES
Consulting En3ineers ano purveyors
214 N. Howes St. Ft. Collins, CO 80521 (303) 482-9331
ky: Pl F Date Client:.- I3 i I ! T )e-y Sheet No. ! I of —4—
�hkd By: Date Project: Ifoll i n o%G Ic R cis %n es-e TPca rkf
Subject -s Or-+-1 �rGi%na�P — Sf �PP>< �aDcrC/ �y — /Vja i or ,5-4 r/''1
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COMPUTATIONS
STEWART&a,SSr -1ATES
Consultin3lEn3ineersam ..jrveyors
214 N. Howes St. Ft. Collins, CO 80521 (303) 482-9331
By: F- I R Date qzqS-'c7 Client: 771e-y Sheet No. IZ of 14-
I:Iikd By: Date -Project: (toll t'r,cc;tle- / C US (n el ( -Pc- (k
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COMPUTATIONS STEWART&AS )CIATES
Ccnsult n v3 Errv3n leers aj .J Surveyors
214 N. Howes St. Ft. Collins, CO 80521• (303) 482.933"
• 3
By: P/ R Date Client: I' 13 i 11 Ti le y Sheet No. 1-3 of —L�
Chkd By: L Date Project: C011ind0ir OVst.,Psr Pork
Subject -5 orrn etjnerqf Cae OL./ pot nl
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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
Table of Contents ..............................................
Letter of Transmittal ...........................................
Report.......................................0.................
Appendix A .....................
Test Boring Location Plan ....................................
Key to Borings ...............................................
Log of Borings ...............................................
Appendix B....................................................
Hveem Stabilometer Data ............. :.................
�......
Summary of Test Results .....................................
Appendix C....................................................
u
Empire Laboratories, Inc. CORPORATE OFFICE
8 P.O. Boa 503 a 1303) 484-0359
• GEOTECHNICAL ENGINEERING 6 MATERIALS TESTING - 301 Na Howes a Fan COMM Colorwo 80522.
I
January 30, 1989
Mr. Bill Tiley
c/o University Realty, Inc.
2839 South College Avenue
Fort Collins, Colorado 80525
Dear Bill:
We are pleased to submit our Report of a Pavement Design prepared for
the proposed streets located within the Coilindale 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.
Nell R. S rrod
Senior Engineering Geologist
Reviewed by:
Chester C. Smith, P.E.
President
CIC
00" SR C. S"'4b��
�.���P DiSTEgFO fly
4808 6W i
cc: Stewart E Associates - Mr: Jacu"'Ka" e
lT wlch
P.O. Boa 16859 P.O. Boa 1135 P.O. Bow 17e4C0104PO. Bow SBSO
1303) 5 o SWingi CO 60935 Longmont. CO 80502 Greeley, CO 80632 Cheyenne, WY 82000
13031597.2116 (303) 776.3921 (303) 351-0460
93071632.0224
Member of Consulting Engineers Coundt
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 1 /2 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, resistivityand 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 Is
different combinations. In order of increasing depths, they are as I
follows: r
(1) Silty Topsoil: The area tested is overlain by a six (6) inch
layer of. silty topsoil. The topsoil has been penetrated by root
r
2- .r
r�
growth and organic matter and. should not be used as a bearing
soil or as a fill and/or backfill material.
' (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
surface. The silty clay is moderately plastic, is damp to moist
and exhibits low to moderate bearing characteristics and low
subgrade characteristics.
(3) Sandy 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
rmoist 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 "IZ" 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.
Backfiil 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 be 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 4"
Plant Mix Bituminous Base Course 81"
Total Pavement Thickness 121"
Caribou Road and Lawrence Drive
Asphalt Concrete 4"
Crushed Aggregate Base Course 6"
Select Subbase 611
Total Pavement Thickness 16"
-6-
'I
Asphalt Concrete 3"
' Plant Mix Bituminous Base Course 5"
Total Pavement Thickness 8"
' Lowe Street
Asphalt Concrete 4"
Crushed Aggregate Base Course 6"
Select Subbase 5"
Total Pavement Thickness 15"
' Asphalt Concrete 3"
Plant Mix Bituminous Base Course 4.111
' 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-
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
Nonre:nforced 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 recommendations. 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 designs 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-
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
irecommended 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 1-1I 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 gebtechnical 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 be 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-
I
carrying out the plans and specifications as originally contemplated, It Is
recommended that Empire Laboratories, Inc. 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.ii
li
T
-10-
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t-
APPE14DIX A.
j
TEST BORING LOCATION PLAN
Ue.S _6�lbou aa,st=p -�L.(. N4
KEY TO BORING LOGS
TOPSOIL
•• •
GRAVEL
FILL
•���:
SAND & GRAVEL
SILT
SILTY SAND & GRAVEL
///
CLAYEY SILT71
0 p
COBBLES
SANDY SILT
' o�
SAND, GRAVEL & COBBLES.
®
CLAY
®
WEATHERED BEDROCK
SILTY CLAY
PH
SILTSTONE BEDROCK
SANDY CLAY
®
CLAYSTONE BEDROCK
SANG
SANDSTONE BEDROCK
�•
SILTY SAND
®
LIMESTONE
CLAYEYSAND
•••
GRANITE
L
SANDY SILTY
CLAY a
SHELBY TUBE SAMPLE
STANDARD PENETRATION DRIVE SAMPLER
p WATER TABLE 24 HRS. AFTER DRILLING
r_ HOLE CAVED
T
5/12 Indicates that 5 blows of a 140 pound hammer Ialling 30 inches was required to penetrate 12 Inches.
A=�
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4950
4945
4940
4935
4930
LOG Of BORINGS
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LOG OF BORINGS
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A-5
APPENDIX B.
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RESISTANCE R-VRLUE AND EXPANSION PRESSURE
OF COMPACTm SOIL
RSTH — D 2844
CLIENT: BILL TILEY
PROJECT: COLLIIIDALE BUSINESS PARK
LOCATION OF SAMPLE: BORIPIG 110. 1 B O.5'-3.5'
SAMPLE DATA
TEST SPECIMEN
1
2
3
COMPACTION PRESSURE
- PSI
0
0
0
DENSITY - PCF
86.6
91.1
94.9
MOISTURE - %
33.9
30.1
26.8
EXPANSItill PRESSURE
- PSI
0.00
0.00
0.00
HORIZONTAL PRESSURE
160
Psi 157
150
145
SAMPLE HEIGHT - in.
2.48
2.47
2.47
EXUDATI011 PRESSURE -
PSI
175
239
358
UNCORRECTED R-VALUE
1.2
4.0
6.2
CORRECTED R-VALUE
1.2
4.0
9.2
R-VALUE AT 300 PSI E:<UDATION PRESSURE = 5.5
100
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EXUDATION PRESSURE — psi
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SUMMARY OF TEST RESULTS
Boring
Depth
q
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
APPENDIX C.
2
1,
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 use,
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 tocpsoil,
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 prior to
beginning 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
Subgrade which
material be placed on
is
frozen or unstable ground.
not stable may require
material, geotextiles or other methods for stabilization
the use of imported granular
as approved by the
geotechnical engineer.
FILL PLACEMENT
Fill material shall not
be placed during unfavorable weatherC
conditions. Material proposed
for use as fill shall be
approved by the
tf
geotechnical engineer or his representative prior to use.
material shall be
Proposed import
approved
representative prior to hauling
by the geotechnical
to the project site. Fill
engineer or his.
material shall be
k
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 shall 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
1•
1 ..
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 representative fill 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 C.
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 betweer,
the moisture density relationship data and the material being placed ant.:
compacted. Copies of the results of these tests will be furnished to th*
client and others as directed by the client. These test results shall be
the basis of .control for all compaction effort.
FIELD"DENSITY AND MOISTURE TESTS
The in -place density and moisture content of compacted fill will b
determined by the geotechnical engineer or his representative in
accordance with ASTM D 1556 (sand cone method) or ASTM D 2922, D
3017 (nuclear methods). Material not meeting the required compaction
and/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
the client and others as directed.
C-4
m
MASTER DRAINAGE REPORT
COLLINDALE BUSINESS PARK
Collindale Business Park is located between Timberline Road on 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 Y. Robinson, P.E & L.S.
'Ca1STEK •.'t?'%
*• 4502
.Q
COMPUTATIONS STEWART&ALSE DATES
'------:. Consu11in3 Engi x-ms W1O xifVeyOrs ;
214 N. Howes St. Ft. Collins, CO 80521 (303) 482-9331
' By:y) R Date 8 9- 9B Client: W. 13 ill / ii I ey Sheet No. Z of 4-
Chkd By: Date Project: Colli n d cz f e 13V s iri erS hck rlr
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COMPUTATIONS STEWART&AS—c MATES
------- Consulibn Ep3inem and Sw�ey
214 N. Howes St. Ft. Collins, CO 80521 (303) 482.9331
:By: P) f? Date 6 BB Client: ISM Tle>e Sheet No. 3 of
Chkd By: Date Project: Co r- u 5 i n 'e-rs Pc) r- kr
Subject ra i n c?
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17
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 s of
Timberline Road and the east # 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. - Q1O=3.0 c.f.s. - Q1OO=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.
Phillip VRobinson, P.E. & L.S.
�,unnrrr,,
L
*' 4502 •
1
' COMPUTATIONS
James, H. Stewart & Assoc. Fort Collins, Coloram
' By: FIR Date 1 l6 8 Client: k<; L501 7—iiey Sheet No. z of 6
Chkd By: Date Project•_Collino/a1e BojinesS Pa/-k Job No.
' Subject sfOrr�i rairlct Calcyict -ioYgf
' J offal Gross Arec., = ¢4-.S c�cres innl. ;/z R,.-i/r ,J T�.-berll.e�•Fd,..J.rxt
I�isirrric - G=.0.25 — S = 0.68L = /000
' TL 1.07 6 i.l-.?sj i o 70
u.ee-
Q z = GI /r _ (O.Z5)(0.4Y3) (4-¢. 5) f` L3 e-;5 f_Lo w�a c.E ouTAAfLL
D(fvelo�e� - G- p s — '
.8 =0:.7. T L = I6900
T= = h c9 7
(/.25)(0- 8�� 7. J(¢¢,S) 2 3//. c-TS
' t�olvMe o� de en�ian re2virect _ 9.04-9¢G cv. 3 etc.
VO (.. M E or F>044>
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Areas
TOTAL_ L/O/V/Ae
-
! 3 00
•
4- z
&Sov
1300
Z1750
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3 9 000
2 3050
7 0 s 06
�¢
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Zu7r�0
137500
3a50s0'
-
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COMPUTATIONS
■ James H. Stewart & Assoc.
Fort Collins, Colors a
' BY: P/R Date Client: k• Hill 71sx
Sheet No. -3 of _.
Chkd By: Date Project: 60/WrTcfale EV5"7eu Pc'frk
Job No.
cC
' Subject �1ot�^^ bra i Sao C Calc��Gt%ohS
T-%a!—
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0 10 LO 30 ¢4 60 70
120
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.
COMPUTATIONS
James H.
Stewart & Assoc.
Fort Collins, Colorado
' By: Pi R Date l h B9 Client: 1'� 6 i 1 / %�i 1 ey
� �
Sheet No. 4- of
Chkd By:
Date Project: Gollind ale business
Pork Job No.
' Subject
c5+0r-r 1 Dr-ct i no a e
PC( rce1
4;.4- .4c G= 0.75 �c4q1cv10Li-e2)
' Paficel
Z - .4rcti = 5.7 ,4c C =a•8 - L
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COMPUTATIONS
'
James H. Stewart & Assoc.
Fort Collins, Color
By: PAR Date Client: K.
r3i1/ Ti%y Sheet No.
S ot;..
'
Chkd By: Date Project: 601I
1401(f 3vs finest r'7�rk Job No.
' Subject s)'o rrn Or-ct in o±
Pcirc e I 7 - Areat;, ACu.
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-I/►Z
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O. t°i - L 8 ¢0
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s = l 7
Qtu = GI /} = ' (0.6)(3.8Y 3.5) z /0.G Gf S
' G2�vi = G�GI/°r =� �.25) �0.8�(%�C3. S).
= L4-•t G*$
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Final Approved Report
io �ate.1�
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 86521
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 Amended Overall Development Plan for Collindale Business Park includes
' all land in the SEi of the NEi and in the NEI of the SET of Section 31, Township
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.
' and 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 & Associakes, 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 :;_
AMENDED OVERALL Dt VELOPMENT PLAN OF
COL L /NDAL E 9116INE-SS PARIr
RLP Zone
MEADOWS ;SUBDIVISION I
----------------__--_ -------_
1 , ,
4.5 acres gross__- /
-
-4.4 acres net ti
�.^� M14 •rM1• I
rip
L
4
Wall
4--7
iE=
l
RLP Zone
OdL L/NDAL E "'GOL F COURSE
RAILROAD
/
,
;PHASE THREE
5.4 acres gross ;
i 4.9 acres net
1
1, "As SE SEfi/EN
a
/35 acres gretf % PHASE TWO
,y 3.3 acres net
4.6 acres gross
3.5 acres net
1�; Ala RE Z�el; o Jp Zone'
41
f'
,-�H.45E ONE
HAS.E E/ HT
�. 9.7 oereJr gram % ' ; 4.4 acres gross
B.2 acres not
J-3 acres net
LUAL 0ESC91/TIOI
A trot of 1•d slWb U the East { of 1.ctlr Sl. TsaMe 1 brlh, coop
Csl•r•pe,SMlih. lletsNo,eCiths 4st11os1detMC,brtlMnttSrolsu UtLntso
of
51 a esow9 S 00. 0f' 00' [ sd .Ith oil ho•r1s s t.etos•es hone three. It t4losM .1 th1• lM h°°"VII Iloot .nith rtlalw
el uN Sa m I sd m thsnte N °te,• st tM Eau Csnwr
uN $1M. 31. S CC' 01' 7T Y 911.K loth, SetMsn 6 69'1f6'S}7• Ys10.� d
'set$ low. a lt• 01' s9• Y 791.9/ leets th�.te a 63• Si' 19• Y t79.45 costs
Urn / 76. 61' 16• a 10.11 l.sts thwco a 61. 69' 16• Y 316.11 list to tly
Eats right-,f-so, lUN of tlr Iwtso het/te Malin', thttn slay u,o npht-
" 4bf�at 6 00' 00. has
[ 1911.21 Iest$ tllres 5 19• Y' 27• [ lose.)$ f..t
u • WNl r the Eaos hr sl lM flerthessl 6 01 osN Soests Jl, thsece slay
uN Cost Itw. S or OS' or 1 1330.19 lest to the "lot of b1e•,sti trulo,y 69.6202 acres.osrs sit less, uN blof %*J•tt Ea all eosowto
soldMost. -sbr/ sor u sltcs or of soitse.
m' •.nmso r
s
/'tl C,- r *.is.
J �
SCALE-1 "00'
C so 00 zoo 400
- 4954 ---_-_ ----- _---______-_-_-__
PH,4SE iz
�68 ocrus gross
6.4 acres net
rAw'st Nsosh1f11.fy
PHASE FIVE
S.5 acres grj
4.9 ocrot ne
_-_-.----_-4946_-___
RL P Zone
�I91Ao0i111 AM MulM0 CM111CAT101
Age ww 9i 1hl ►leosthe eN Jm1y 6eos4 of tb CIy of fort Comas. fileroes.
9J m this __ eV of _ H
51cnur9 of /I°1oso9 1.Losy 66e,1 .
. *A%En SWUM[
Ios,I, .oin NW. bolt' the 1w.f.1 s.,wr• of NN psoortr e,tlrtee6 s 01, osN
e1•e. .b htns/ °•rt1f1 Owt the/ "."k w eeeeltIms tee retlrlctim, oat
forth M uu osto elect
S19,ee Date
SIPwe as to
floor/. Ws,
Sled aV
51 fod Dote
11foM gels
W
' w
. V
DETENTION POND
rNANEO OFrENr/ON ; ~
4.4 acres gross
3.6 acres net
------ -jm_L9 =_
1 1
SITE DATA i
EdM/ef lmhq ./F W NE
Aer/taw lu/M/v V./ly ••�
10 feet
AAF/ JeN/wow FNw Arm 656.504 efeNe Are/
ANTICIPATED LA;VD USES
off/es
iYelfmforbf
YYsdsee/e/�� `r5 %
Al/ AefN/f1w Law "So e,// fs iw/Ae9b &, W FMsm.
ONE es, ONF
Scale I in feet I
1000 500 0 1200
7L
Legend:
—' drainage divides
open channel with
direction of flow
stormsewers and drains
with directiol of flow
general direction of flow
of surface drainage
Qponding areas,
detention ponds, etc.
drainage concentration points
A I see Table 31
FOX MEADOWS BASIN ( BASIN H
Existing Drainage Patterns
Figure 2
RESOURCE CONSULuANTS, INC. • Fort Collins, Colorac
i
' \\ ;_---'� �.�\ I I •,a�'e)ei f /Nf.]'/'._� ���/ /1 -� �._��� _�_r/—�Nao•Oti 4] G --/ I)70.1D `\��—.� ' r,wc 1.0 cft
N liTH'Pf3R7j of TIAhUEIZLINE STORAGE PUD.
I f / CA _l 0,751 AC 0"1►•1 517E D:TPNTYON = 5366 c . F NOTE I 5hii/�r
// / • —' L"5E-114 0 AUTV)"AT7ON WAj!lot O.32 c'f.$ � \ carriestro.W.
�Md
/fLro
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`—_� —. — -- S LV� 41' !O I — --- T,M QrfLw• Jvl�ls.a.r ,�i0 c��a:. _
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NOTE :
_.-... DETENTIOYV SygLL 13E ::,' 1 4,,,'eaxas%s _ --•_ �:
REQu1RED QN TH15 7-MACT. I F ' - T o _3_� ir: =ro•
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