HomeMy WebLinkAboutDrainage Reports - 04/09/2018City of Fort Collins Approved Plans
Approved by:
Date: 4 41 11 2019
DRAINAGE REPORT
FOR
Faith Family
317-321 Sherwood Street
Fort Collins, CO 80521
Prepared for:
Kenny Lee Architecture Group Inc.
209 E 4`I' Street
Loveland, CO 80537
Prepared by:
COFFEY
ENGINEERING & SURVEYING
www.coffey-engineering.com
4045 St Cloud Street, Suite 180
Loveland, Colorado 80538
(970)622-2095
CES Project No: 7040-007
Date: March 16, 2018
Faith Family
FINAL DRAINAGE REPORT
ENGINEER'S CERTIFICATION
I hereby certify that this Final Drainage Report for the design of stormwater management
facilities for the Faith Family Project 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.
Cody Geisendorfer, P.E.
Registered Professional Engineer
State of Colorado No. 41326
I. Table of Contents
I. GENERAL LOCATION AND DESCRIPTION ....................................... 1
A. Location.............................................................................:...................................1
B. Description of Property .................................................... :................................... 1
II. DRAINAGE BASINS AND SUB -BASINS ................................................ 2
A. Major Basin Description.......................................................................................2
B. Sub -Basin Description..........................................................................................2
III. DRAINAGE CRITERIA............................................................................ 3
A. Regulations............................................................................................................3
B. Implementation of the "Four Step Process"........................................................3
C. Development Criteria Reference and Constraints...............................................4
D. Hydrological Criteria............................................................................................4
E. Hydraulic Criteria................................................................................................5
F. Modifications of Criteria......................................................................................5
IV. DRAINAGE FACILITY DESIGN............................................................ 5
A. General Concept...................................................................................................5
B. Specific Details......................................................................................................6
V. CONCLUSIONS.........................................................................................6
A. Compliance with Standards..................................................................................6
B. Drainage Concept.................................................................................................7
VI. REFERENCES........................................................................................... 7
VII. APPENDICES
' A. Hydrologicputations
' Vicinity Map
Fort Collins Flood Map
FEMA Firm Panel 08069C0979H
' USGS Soil Map
Soilogic Soils Report
Fort Collins Rainfall Intensity Curve
' Fort Collins Rainfall Intensity Table
Table RO-3 Recommended Percentage Imperviousness Values
Rational Method Calculated Composite C Tables
' Rational Method Calculated Imperviousness
Rational Method Calculated Flows
1 B. Hydraulic Computations
Fort Collins Modified FFA Method
Infiltration Calculation
Roll Over Curb Calculation
Swale Calculation
C. Map Pocket
' Drainage Plan
e
I. GENERAL LOCATION AND DESCRIPTION
A. Location
' The proposed site is located in the southeast quarter (NE '/4) of Section 11, Township 7
North, Range 69 West of the 6th P.M. in Larimer County, Colorado. Specifically, the
property is located on Sherwood Street between Magnolia Street and Olive Street. The
' property address is 317-321 Sherwood Street, Fort Collins, Colorado, 80521. (Please see
the vicinity map located in the Appendix A).
B. Description of Property
The property's parcel number are 9711420904 and 9711420903. The site is located on
' Lots 3 and 4, Block 73 City of Fort Collins and is currently 0.436 acres of residential land
surrounded by the residential lots to the north and south, an alley to the west, and
Sherwood Street to the east. The site can be accessed from Sherwood Street and the
' existing alley. Two gravel patches provide on -site parking and the site can be accessed
from the alley.
' The existing property is a residential building with no occupants located in the central
portion of the Old Town Basin. The site drains east to Sherwood Street through a
drainage channel along the northern property line. Sherwood Street drains south to the
existing inlet, where it is conveyed to the Poudre River. Runoff from the alley flows
south to West Magnolia Street, where is flows east to an existing storm inlet. There are
generally no offsite flows that drain toward the property. The site is within the city -
regulated 100-year Old Town floodplain. More specifically, the entire site is located
within the City of Fort Collins Flood Fringe. The City of Fort Collins Floodway
encompasses all of Sherwood Street and West Magnolia Street and extends to the back of
the sidewalk. The site is located with the FEMA Firm Panel 08069C0979H. (see City
Flood Risk Map and the FEMA Firm Panel in Appendix A).
' According to the NRCS soils map survey, the native soils consist of Fort Collins Loam,
which is a Type "C" soils. These soils consist chiefly of soils having a layer that impedes
the downward movement of water or soils of moderately fine texture or fine texture.
' These soils have a slow rate of water transmission.
There are no irrigation facilities located within the proposed site area.
' The existing building will be remodeled to serve as temporary housing for homeless
families. The proposed development will consist of the construction of an off-street
permeable paver parking lot that will act as a parking for the residents and employees of
' Faith Family. The permeable paver parking lot will have an underdrain network of 4"
' perforated that drains into an 8' dry well. The existing gravel alley will also be paved
with asphalt from the northern property line to Magnolia Street.
II. DRAINAGE BASINS AND SUB -BASINS
A. Major Basin Description
The proposed site is located within the Old Town Basin. The Old Town Drainage Basin is
located in north -central Fort Collins. The basin has a drainage area of approximately 2,120
acres, including approximately 400 acres of the Colorado State University campus. The
' entire basin is urbanized, with some development dating back to the late 1800s. Generally,
the basin drains from west to east. The Old Town Basin receives some runoff water from
the Canal Importation Basin directly west of Old Town. Most of the water from Old Town
1 drains to the Poudre River, just to the east.
B. Sub -Basin Description
' Historically, most of the site drains east to Sherwood Street.
The developed site is delineated into two sub -basins, with underground detention designed
to provide the required water quality capture volume.
' Sub -basin B1, (0.074 acres), consists of an existing shed to be removed and gravel parking
lot. The existing gravel patch is to be constructed into an asphalt parking lot with permeable
paver parking spots. Rainfall travels via overland flow into a permeable paver system. Once
' the flow enters the paver system, it is conveyed to an 8' deep dry well. The excess flow
from the basin will drain through curb cuts east, into the proposed swale.
Sub -basin B2, (0.362 acres), consists of an existing building, landscaped area, and concrete
walkways. The addition of the dry well, grading a drainage swale, and replacing the
sidewalk chase are the only proposed changes to sub -basin B2. Rainfall travels via overland
' flow to a grass Swale, where it will be conveyed to a concrete drainage channel. Once the
flow is concentrated into the channel, it is conveyed to the flowline Sherwood Street. The
flow from the site eventually drains into the Poudre River.
' Currently, flows from the alley enter the site from the west. The proposed curb and gutter
will prevent off -site flows from entering the site.
1
III. DRAINAGE CRITERIA
A. Regulations
Drainage design criteria specified in the City of Fort Collins Storm Drainage Design Criteria
' and Construction Standards manual (FCSDCM) and the Urban Storm Drainage Criteria
Manual, Volume 3 by the Urban Drainage and Flood Control District (UDFCD) have been
referenced in the preparation of this study. Low Impact Development (LID) requirements
' are required on all new or redeveloping property which includes sites required to be brought
into compliance with the Land Use Code. These require a higher degree of water quality
treatment with one of the two following options: a) 50% of the newly added or modified
impervious area must be treated by LID techniques and 25% of new paved areas must be
' pervious or b) 75% of all newly added or modified impervious area must be treated by LID
techniques. For this site, we are following option a). The site improvements propose a
2,100 ftZ asphalt parking lot, 850 ftZ of which will be permeable pavers. 100% percent of the
' flow from the impervious area will be directed toward the pavers sections, which make up
40% of the proposed parking lot.
B. Implementation of the "Four Step Process"
The overall stormwater management strategy employed with this parking lot and alley
improvements utilizes the "Four Step Process" to minimize adverse impacts of urbanization
on receiving waters. The following is a description of how the proposed development has
incorporated each step.
Step 1 — Employ Runoff Reduction Practices. The first consideration taken in trying to
reduce the stormwater impacts of this development is the site selection itself. By selecting a
' site with historically undetained runoff, the burden of development will be significantly less
with underground detention. Also, permeable pavers are used to reduce the area of
impervious surfaces, reducing the effects of imperviousness.
Step 2 — Implement BMPs That Provide a Water Quality Capture Volume (WQCV)
with Slow Release. Demolishing the existing shed, adding landscaped areas, and
constructing permeable pavers will cause stormwater runoff to increase from the site. The
runoff will be released through the bottom of a dry well and paver sub -base. The primary
water quality will occur in the permeable pavers and dry well. Refer to the map pocket for
' permeable paver details and cross -sections. The permeable pavers will increase water
quality and promote infiltration. Water quality treatment for 50% of the site is provided for
in the Udall Natural Area water treatment facility.
Step 3 — Stabilize Drainageways. The Poudre River is the governing drainageway for the
proposed site. The proposed project indirectly helps achieve a better stabilized drainageway
nonetheless. By improving the water quality and increasing infiltration, the likelihood of
bed and bank erosion from this site is greatly reduced.
' Step 4 — Implement Site Specific and Other Source Control BMPs.
The Family Faith site contains a plethora of source control BMPs.
tPermeable Pavement Systems: Flow from the parking lot will directly flow into the void
area of the pavers avoiding any extra pollutant -flow contact time. The sub -base of the pavers
' will work to filter out any pollutants.
Dry Well: Flow entering the dry well will slowly infiltrate into the soil, after filtering out
' any pollutants.
C. Development Criteria Reference and Constraints
The criteria used as the basis for analysis and design of stormwater management
improvements for this site are those found in the references cited.
To the knowledge of the author, there are no other capital drainage improvements planned
' for this portion of the site; aside from those referred to above, that would constrain or
otherwise influence the design of the stormwater improvements for this site.
' D. Hydrological Criteria
Stormwater runoff from the respective sub -basins of the site is analyzed for storms with 2-
year and I00-year return frequencies.
Due to the relatively small aggregate area of the tributary drainage sub -basins, the Rational
' Method was chosen for use in the design of the stormwater management improvements.
The Rational Method provides that:
' Q = CIA, where:
Q = Design flow in cubic feet per second (cfs)
C = Coefficient of runoff for the area under consideration
I = Rainfall intensity for the design storm duration (in/hr)
A = Area of the drainage sub -basin under consideration (ac)
Peak flows were calculated using the Rational Method for the 2-year and 100-year storm
' events. This software uses the local 1-hour rainfall depth and Fort Collins rainfall
intensities developed calculate rainfall intensities as a function of the time of concentration.
These values were obtained by the City of Fort Collins Rainfall Intensity -Duration -
Frequency (IDF) curve/table; Figure 3-1 and Table 3-la, and can be found in the Appendix.
Additionally, per City of Fort Collins, the coefficients have been multiplied by the
appropriate storm factors.
Percent imperviousness values were taken from Table RO-3, Recommended Percentage
Imperviousness Values, UDCM (See Appendix). Soils of hydrologic soil type "C"
dominate the site. Onsite runoff was calculated to determine the runoff differential between
existing and developed conditions for use in sizing the WQCV as required by the FCSDM.
The hydrologic basin parameters and runoff rates are included in the Appendices and
include quantification of the allowable volume reduction.
On -site detention is not required, but permeable pavers have built in detention within the
sub -base. The permeable paver sub -base is separated into two layers of subbase, a 4" layer
of #57 base and a 15" layer of #2 base. The detention volume of the system can be found
using the following equation: Volume = (area of pavers) X (depth of #2 sub -base) X (void
space). The sub -base of the permeable pavers is assumed to have a void space of 30%. The
total area of permeable pavers is 850 ft2, therefore the detention volume of the sub -base is
318 ft3. The storage volume (V = n-r2h) in the 8' dry well is 25 ft3. The total detention
volume for the site is 343 ft3. Detention is being utilized in the sub -base of the pavers to
prevent surface ponding and to allow time for water to infiltrate. Curb cuts along the east
side of the proposed parking lot provide an overflow path. The paver system and 8' dry
well was sized to provide twice the detention volume of the 100-year event. See appendix B
for infiltration calculation.
The design worksheets included in the Appendices to this Final Drainage Report present
documentation of the hydrologic calculations for the on -site storm drainage systems.
E. Hydraulic Criteria
Within this development, all runoff will be conveyed on the surface, initially as sheet flow
and subsequently as concentrated flow in shallow pans and gutters (see Appendix B for
capacity calculation). The assessment of required capacity and the sizing of the respective
components of the drainage system are based on the anticipated runoff from the 100-year
storm event.
F. Modifications of Criteria
' There are no modifications or variances requested in connection with the design of the
stormwater management for the Faith Family site development.
' IV. DRAINAGE FACILITY DESIGN
1 A. General Concept
The storm drainage system is designed to safely convey developed storm flows by sheet
flow, concentrated pan, and gutter flow to the street flowlines.
The design worksheets included in the Appendices to this Final Drainage Report present
details of the hydrologic and hydraulic calculations pertinent to the design of the on -site
storm drainage system. A drainage plan, showing the proposed development of the site and
developed drainage patterns is included in the map pocket following the Appendices.
B. Specific Details
There are a number of collection and conveyance scenarios within the drainage regime
associated with this development. The respective scenarios are described below.
Sub -basin B1, (0.074 acres), consists of a permeable parking lot and landscaped areas. The
runoff created by a 100-Year event is increased from 0.47 cfs to 0.50 cfs with the proposed
improvements to the parking lot. Runoff will infiltrate through the permeable pavers to a
network of 4" perforated PVC pipes and drains into a proposed 8' dry well. The well -
draining soil was encountered 22' below ground surface. The water table was encountered
15.5' below ground surface. Because the well -draining soils are below the water table, it is
impractical to construct the dry well to well -draining soils. The 8' of depth dry well and
permeable pavers sub -base provides adequate infiltration rates for the small basin area.
Flows in excess of the 100-year event will be conveyed east through curb cuts to the
proposed swale and concrete drainage channel on the north side of the site. (See Appendix B
for calculations.)
Sub -basin B2, (0.362 acres), consists of an existing building, landscaped area, and concrete
walkways. Rainfall travels via overland flow to a grass swale, where it will be conveyed to
a concrete drainage channel. Once the flow is concentrated into the channel, it is conveyed
to the flowline Sherwood Street. The flow from the site eventually drains into the Poudre
River. The addition of the dry well, grading a drainage swale, and replacing the sidewalk
chase are the only proposed changes to sub -basin B2.
Alley, (0.094 acres), consists of an existing gravel alley that is to be paved with asphalt. The
alley design follows Fort Collins Alley Option B (drainage to one side), with a roll-over
curb. The alley flows north to south, and has a slope of 0.5%. The high point is located at
the northern property line of the site to prevent developed flows entering the neighbor's
property to the north. The access to the alley will be reconstructed to match the proposed
flowline of the alley. The undeveloped portion of the alley follows existing drainage
patterns, flowing north to the flowline of Olive Street.
V. CONCLUSIONS
A. Compliance with Standards
The drainage design for the Faith Family site is in compliance with the requirements of the
City of Fort Collins Storm Drainage Design Criteria and Construction Standards Manual as
well as the City's floodplain regulations. The criteria and recommendations of the Urban
Storm Drainage Criteria Manual are also reflected in the design of the drainage systems.
B. Drainage Concept
The drainage design for the Faith Family will safely convey onsite flows through the
development. Development of the site, as proposed, should have a beneficial impact on
water quality in downstream drainage facilities and drainage ways by reducing and delaying
the initial discharge of runoff from the site such that sediments and other potential pollutants
typically carried by this first flush are removed from the flow. The proposed drainage
improvements cause no adverse impact to the adjacent properties.
VI. REFERENCES
"City of Fort Collins Stormwater Criteria Manual", City of Fort Collins, Adopted December
2011
"City of Fort Collins Municipal Code", Chapter 10 — Flood Protection and Prevention City of
Fort Collins, 1987
Urban Storm Drainage Criteria Manual, Volumes 1, 2, and 3, Urban Drainage and Flood Control
District, April 2008
APPENDIX A: Hydrologic Computations
Vicinity Map
Fort Collins Flood Map
FEMA Firm Panel 08069C0979H
USGS Soil Map
Soilogic Soils Report
Fort Collins Rainfall Intensity Curve
Fort Collins Rainfall Intensity Table
Table RO-3 Recommended Percentage Imperviousness Values
Rational Method Calculated Runoff Coefficients
Rational Method Calculated Imperviousness
Rational Method Calculated Flows
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FAITH FAMILY FLOOD MAP
' CITY OF FORT COLLINS
FLOOD FRINGE
CITY OF FORT COLLINS FLOODWAY
II
SO;LOGIC
' March 23, 2017
' Quality Engineering, LLC
2637 Midpoint Drive, Suite E
Fort Collins, Colorado 80234
' Attn: Ms. Lisa Denke, P.E.
Re: Geotechnical Subsurface Exploration
317-321 Sherwood Street Dry Well
Fort Collins, Colorado
Soilogic Project # 17-1053
Ms. Denke:
Soilogic, Inc. (Soilogic) personnel have completed the geotechnical subsurface
exploration you requested for the proposed dry well to be constructed at 317-321
Sherwood Street in Fort Collins, Colorado. Results of our subsurface exploration and
estimated permeability rates are included with this report.
To develop subsurface information in the proposed dry well area, one (1) soil boring was
extended to a depth of approximately 25 feet below present site grade. The boring
location was established in the field by Soilogic personnel based on a provided site plan,
the accessibility of the site and by pacing and estimating angles and distances from
identifiable site references. The boring location should be considered accurate only to the
degree implied by the methods used to make the field measurements. A diagram
indicating the approximate boring location is included with this report. A graphic log of
the auger boring is also included.
The test hole was advanced using 4-inch diameter continuous flight auger powered by a
truck -mounted CME-45 drill rig. Samples of the subsurface materials were obtained at
regular intervals using California barrel sampling procedures in general accordance with
ASTM specification D-1586. As part of the D-1586 sampling procedure, the standard
sampling barrel is driven into the substrata using a 140-pound hammer falling a distance
of 30 inches. The number of blows required to advance the sampler a distance of 12
inches is recorded and helpful in estimating the consistency or relative density of the soils
and//or bedrock encountered. In the California barrel sampling procedure, lesser
Soilogic, Inc.
3050 67t" Avenue, Suite 200 • Greeley, CO 80634 • (970) 535-6144
P.O. Box 1121 . Hayden, CO 81639 • (970) 276-2087
Geotechnical Subsurface Exploration Report
Wells Fargo Parking Lot
112 West Magnolia Street, Fort Collins, Colorado
Soilogic # 16-1181
2
disturbed samples are obtained in removable brass liners. Samples of the subsurface
materials obtained in the field were sealed and returned to the laboratory for further
evaluation, classification and testing.
The samples collected were visually and tactually evaluated in the laboratory to
determine soil type classification and associated estimated permeability rates.
Permeability rates are outlined below in Table 1 and on the attached boring log.
SUBSURFACE CONDITIONS
The subsurface materials encountered in the completed site boring can be summarized as
follows. Approximately 6 inches of gravel surfacing was encountered at the surface at
the boring location. The gravel surfacing was underlain by brown silty sand and gravel.
The sand and gravel extended to a depth of approximately 18 inches below ground
surface and was underlain by light brown, silty lean clay/sandy silt. The silty lean
clay/sandy silt extended to a depth of approximately 9 feet below ground surface and was
underlain by tan to light reddish brown sandy lean clay. The lean clay extended to a
depth of approximately 18 feet below ground surface and was underlain by light reddish
brown sandy lean to fat clay. The lean to fat clay extended to a depth of approximately
22 feet below ground surface and was underlain by reddish brown sand and gravel. The
sand and gravel extended to the bottom of boring B-1 at a depth of approximately 25 feet
below present site grade.
Groundwater was encountered in the completed site boring at a depth of approximately
15%2 feet below ground surface at the time of drilling. When checked about 3 days after
completion of drilling, groundwater levels remained unchanged. Groundwater levels will
vary seasonally and over time based on weather conditions, site development, irrigation
practices and other hydrologic conditions. Perched and/or trapped groundwater
conditions may also be encountered at times throughout the year. Perched water is
commonly encountered in soils overlying less permeable soil layers and/or bedrock.
Trapped water is typically encountered within more permeable zones of layered soil and
bedrock systems. The location and amount of perched/trapped water can also vary over
time.
Geotechnical Subsurface Exploration Report
Wells Fargo Parking Lot
112 West Magnolia Street, Fort Collins, Colorado
Soilogic # 16-1181
3
TABLE 1: SUMMARY OF ESTIMATED PERMEABILITY RATES
Depth
(ft)
Soil Type
Estimated Permeability Rate
(cm/sec)
1'/2-9
Silty Lean Clay/Sandy Silt
0.0006
9-18
Sandy Lean Clay
0.0004
18-22
Sandy Lean to Fat Clay
0.0002
22-25
Sand and Gravel
0.008
We appreciate the opportunity to be of service to you on this project. If we can be of
further service to you in any way or if you have any questions concerning the enclosed
information, please do not hesitate to contact us.
Very Truly Yours,
Soilogic, Inc.
Wolf von Carlowitz, P.E.
Principal Engineer
Reviewed by:
Darrel DiCarlo, P.E.
Senior Project Engineer
No Text
317-321 SHERWOOD STREET DRY WELL
FORT COLLINS, COLORADO
Project # 2017 3 SO�LOGIC
March 2017
LOG OF BORING B-1
Sheet 1/1
Drillin Rio: CME 45
Water Depth Information
Start Date 3/6/2017
Au er T e: 4" CFA
DuringDrilling15.5'
Finish Date 3/6/2017
Hammer T e: Automatic
fter Drillin 15.5'
Surface Elev.
Field Personnel: CP/ZG
3 Days After Drilling 15.5'
U)
y
SOIL DESCRIPTION
Dept
(tt)
`m
E
"N"
MC
N
DD
(Pcf)
Estimated
Permeability Rate
(cm/s)
Swell
Pressure
(pSf)
Atterber Limits
% Passing
# 200 Sieve
(e/,)
LL
PI
6' GRAVEL SURFACING
-
1
SM-GM
SILTY SAND AND GRAVEL
brown
-
2
3
CL-ML
SILTY LEAN CLAY/SANDY SILT
-
light brown
4
-
medium stiff
cS1
9
1
0.0006
5
6
7
8
9
10
CS
15
0.0004
11
CL
SANDY LEAN CLAY
-
tan to light reddish brown
12
medium stiff to stiff
-
13
14
15
CS1
7 1
i
i 0.0004
16
17
18
19
-
CL-CH
SANDY LEAN TO FAT CLAY
light reddish brown
20
CS
22
0.0002
-
very stiff
21
22
23
SP-GP
SAND AND GRAVEL
reddish brown
-
medium dense
24
25
CS 1
39
0.008
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Soil Classification
Group
Symbol
Group Namea
Coarse Grained Soils
Gravels
Clean Gravels
Cu z 4 and 1 s Cc s 3`
GW
Well graded gravel`
More than 50% retained
More than 50% of coarse
fraction retained on
Less than 5% fines`
Cu < 4 and/or 1 > Cc > 36
GP
Poorly graded gravelF
on No. 200 sieve
No. 4 sieve
Gravels with Fines
More Fines classify as ML or MH
GM
Silty gravelF.G,"
than 12%finesc
Fines classify as CL or CH
GC
Clayey gravel`GM
Sands
Clean Sands
Cu z 6 and 1 : Cc s 36
SW
Well graded sand'
50% or more of coarse
Less than 5% fines°
Cu < 6 and/or 1 > Cc > 3`
SP
Poorly graded sand'
fraction passes
No. 4 sieve
Sands with Fines
Fines classify as ML or MH
SM
Silty sand°"'
More than 12% fines°
Fines classify as CL or CH
SC
Clayey sandc"'
Fine -Grained Soils
Sills and Clays
Inorganic
PI > 7 and plots on or above "A" line'
CL
Lean clay"'-"
50% or more passes the
Liquid limit less than 50
pl < 4 or plots below "A" line'
ML
SiltK'm
No. 200 sieve
Organic
Liquid limit - oven
Organic clay"`""
dried <0.75
OL
Liquid limit - not
Organic silt"`"°
dried
Silts and Clays
Inorganic
PI plots on or above "A" line
CH
Fat clay"
Liquid limit 50 or more
PI plots below "A" line
MH
Elastic sill""'
Organic
Liquid limit - oven dried
Organic clay"`"�P
< 0.75
OH
Liquid limit - not dried
Organic silt".`"°
Highly organic soils
Primarily organic matter, dark in color, and organic odor
PT
Peat
"Based on the material passing the 3-in. (75-mm) sieve
e If field sample contained cobbles or boulders, or both, add "with cobbles
or boulders, or both" to group name.
°Gravels with 5 to 12% fines require dual symbols: GW-GM well graded
gravel with silt, GW-GC well graded gravel with clay, GP -GM poorly
graded gravel with silt, GP -GC poorly graded gravel with clay.
°Sands with 5 to 12% fines require dual symbols: SW-SM well graded
sand with silt, SW -SC well graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
z
ECU = D6dDro Cc = (Doo)
Dio x Dw
F If soil contains z 15% sand, add "with sand" to group name.
cif fines classify as CL-ML, use dual symbol GC -GM, or SC-SM.
60
50
a
W 40
0
Z
F 30
U
g20
a
10
7
4
0
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
"If fines are organic, add "with organic fines" to group name.
' If soil contains z 15% gravel, add "with gravel" to group name
' If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
x If sail contains 15 to 29% plus No. 200, add "with sand" or "with
gravel," whichever is predominant.
`If soil contains z 30% plus No. 200 predominantly sand, add
"sandy" to group name.
"1If soil contains z 30% plus No. 200, predominantly gravel, add
"gravelly" to group name.
"PI x 4 and plots on or above "A" line.
°PI < 4 or plots below "A" line.
°PI plots on or above "A" line.
OR plots below "A" line.
For classification of fine-grained
soils and fine-grained traction
of coarse -grained soils
Equation of "A" - line
Horizontal at PI=4 to LL-25.5.�
then PI=0.73 (LL-20)
O�
Equation of "U" - line
Vertical at LL=16 to PI=7,
G�
then PI=0.9 (LL-8)
—
t
W
MH or
OH
I�
ML or OL
I
--
GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS:
Split Spoon - I%" I.D., 2" O.D., unless otherwise noted
HS:
Hollow Stem Auger
ST:
Thin -Walled Tube — 2.5" O.D., unless otherwise noted
PA:
Power Auger
RS:
Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted
HA:
Hand Auger
CS:
California Barrel - 1.92" I.D., 2.5" O.D., unless otherwise noted
RB:
Rock Bit
BS:
Bulk Sample or Auger Sample
WB:
Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-inch O.D. split -spoon sampler (SS) the last 12 inches of the total 18-inch
penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value". For 2.5' O.D.
California Barrel samplers (CB) the penetration value is reported as the number of blows required to advance the sampler 12
inches using a 140-pound hammer falling 30 inches, reported as "blows per inch," and is not considered equivalent to the
"Standard Penetration" or "N-value".
WATER LEVEL MEASUREMENT SYMBOLS
WL: Water Level
WS: While Sampling
WCI: Wet Cave in
WD: While Drilling
DCI: Dry Cave in
BCR: Before Casing Removal
AB: After Boring
ACR: After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other
times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater.
In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations.
DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils
have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand.
Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they
are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents
may be added according to the relative proportions based on grain size. In addition to gradation, coarse -grained soils are defined
on the basis of their in -place relative density and fine-grained soils on the basis of their consistency.
FINE-GRAINED SOILS
COARSE -GRAINED SOILS
BEDROCK
(SS)
(CB)
(SS)
Relative
Ll
(SS)
Blows/Ft.
Blows/Ft.
Consistency
Blows/Ft.
Blows/Ft.
Density
Blows/Ft.
Blows/Ft.
Consistency
< 3
0-2
Very Soft
0-5
< 3
Very Loose
< 24
< 20
Weathered
3-5
3-4
Soft
6-14
4-9
Loose
24-35
20-29
Firm
6-10
5-8
Medium Stiff
15-46
10-29
Medium Dense
36-60
3049
Medium Hard
11-18
9-15
Stiff
47-79
30-50
Dense
61-96
50-79
Hard
19-36
16-30
Very Stiff
> 79
> 50
Very Dense
> 96
> 79
Very Hard
> 36
> 30
Hard
RELATIVE PROPORTIONS OF SAND AND
GRAVEL
Descriptive Terms of Percent of
Other Constituents Dry Weight
GRAIN SIZE TERMINOLOGY
Major Component
of Sample
Particle Size
Trace
< 15
Boulders
Over 12 in. (300mm)
With
15 — 29
Cobbles
12 in. to 3 in. (300mm to 75 mm)
Modifier
> 30
Gravel
3 in. to #4 sieve (75mm to 4.75 mm)
Sand
#4 to #200 sieve (4.75mm to 0.075mm)
Silt or Clay
Passing #200 Sieve (0.075mm)
RELATIVE PROPORTIONS OF FINES
PLASTICITY DESCRIPTION
Descriptive Terms of
Percent of
Other Constituents
Dry Weight
Term
Plasticity Index
Trace
< 5
Non -plastic
0
With
5-12
Low
1-10
Modifiers
> 12
Medium
11-30
High
30+
SOILOGIC
SOILOGIC
' March 28, 2017
' Quality Engineering, LLC
2637 Midpoint Drive, Suite E
Fort Collins, Colorado 80234
' Attn: Ms. Lisa Denke, P.E.
Re: Geotechnical Subsurface Exploration and Pavement Design Report
317-321 Sherwood Street Alleyway Pavements
Fort Collins, Colorado
Soilogic Project # 17-1053
Ms. Denke:
Soilogic, Inc. (Soilogic) personnel have completed the geotechnical subsurface
' exploration and pavement section design you requested for the alleyway paving to be
completed as part of the off -site improvements associated with 317-321 Sherwood Street
' in Fort Collins, Colorado. The results of our subsurface exploration and pertinent
geotechnical engineering recommendations are included with this report. A structural
' pavement section designs are also included.
The purpose of our exploration was to describe the subsurface conditions encountered in
' the completed site borings and develop the test data necessary to provide
recommendations concerning development of the alleyway subgrade soils and a
' pavement section design options for the alleyway. The conclusions and
recommendations outlined in this report are based on results of the completed field and
laboratory testing and our experience with subsurface conditions in this area.
This project involves the paving of the alleyway located behind 317-321 Sherwood Street
extending from West Magnolia Street north approximately 200 feet. At the time of our
site exploration, the alleyway was in service and we expect the sewer utility had been in -
place for an extended period. The alleyway was at approximate finish subgrade elevation
at the time of drilling.
' Soilogic, Inc.
3050 67`h Avenue, Suite 200 • Greeley, CO 80634 . (970) 535-61"
P.O. Box 1121 . Hayden, CO 81639 . (970) 276-2087
' Geotechnical Subsurface Exploration and Pavement Design Report
317-321 Sherwood Street Alleyway Pavements
Fort Collins, Colorado
Soilogic # 17-1053
' 2
FIELD EXPLORATION
' To develop subsurface information for use in the pavement design, two (2) soil borings
' were advanced within the alleyway alignment to a depth of approximately ten (10) feet
below alleyway subgrade level in accordance with the Larimer County Urban Area Street
Standards (LCUASS). The boring locations were established in the field by Soilogic
personnel by pacing and estimating angles and distances from identifiable site references.
The boring locations should be considered accurate only to the degree implied by the
' methods used to make the field measurements. A diagram indicating the approximate
boring locations is included with this report. Graphic logs of the auger borings are also
included.
The test holes were advanced using 4-inch diameter continuous -flight auger powered by a
' truck -mounted CME-45 drill rig. Samples of the subsurface materials were obtained at
regular intervals using California barrel sampling procedures in general accordance with
t ASTM specification D-1586. As part of the D-1586 sampling procedure, standard
sampling barrels are driven into the substrata using a 140-pound hammer falling a
distance of 30 inches. The number of blows required to advance the samplers a distance
' of 12 inches is recorded and helpful in estimating the consistency or relative density of
the soils encountered. In the California barrel sampling procedure, lesser disturbed
' samples are obtained in removable brass liners. Samples of the subsurface materials
obtained in the field were sealed and returned to the laboratory for further evaluation,
' classification and testing.
LABORATORY TESTING
The samples collected were tested in the laboratory to measure natural moisture content
and visually and/or manually classified in accordance with the Unified Soil Classification
System (USCS). The USCS group symbols are indicated on the attached boring logs. An
outline of the USCS classification system is included with this report.
As part of the laboratory testing, a calibrated hand penetrometer (CHP) was used to
1 estimate the unconfined compressive strength of essentially cohesive specimens. The
CHP also provides a more reliable estimate of soil consistency than tactual observation
Geotechnical Subsurface Exploration and Pavement Design Report
317-321 Sherwood Street Alleyway Pavements
Fort Collins, Colorado
Soilogic # 17-1053
3
alone. Dry density, Atterberg limits, -200 wash and swell/consolidation tests were
completed on selected samples to help establish specific soil characteristics. Atterberg
limits tests are used to determine soil plasticity. The percent passing the #200 size sieve
(-200 wash test) is used to determine the percentage of fine grained materials (clay and
silt) in a sample. Swell/consolidation tests are performed to evaluate soil volume change
potential with variation in moisture content. SwelUconsolidation tests completed on
samples obtained at a depth of approximately 2 feet below ground surface were inundated
with water at a 150 psf confining pressure. As part of the completed laboratory testing,
one (1) resistance value (R-value) test was completed on a representative subgrade
sample for use in pavement design. The results of the completed laboratory tests are
outlined on the attached boring logs and swell/consolidation summary sheets.
SUBSURFACE CONDITIONS
The subsurface materials encountered in the completed site borings can be summarized as
follows. Approximately 6 inches of recycled asphalt pavement (RAP) was encountered
at the surface at the boring locations. At the location of boring B-2, the RAP was
underlain by apparent fill/utility backfill consisting of brown clayey sand and gravel. The
RAP encountered at the location of boring B-3 and apparent fill encountered at the
location of boring B-2 was underlain by light reddish brown to brown silty lean clay.
The silty lean clay varied from soft to stiff in terms of consistency, exhibited low swell
potential at in -situ moisture and density conditions and extended to depths ranging from
approximately 7 to 8 feet below ground surface where it transitioned to tan to light
reddish brown sandy lean to fat clay. The lean to fat clay was stiff in consistency and
extended to the bottom of both borings at a depth of approximately 10 feet below present
site grades.
The stratigraphy indicated on the included boring logs represents the approximate
location of changes in soil types. Actual changes may be more gradual than those
indicated.
Groundwater was not encountered in either of the completed site borings at the time of
drilling. Groundwater levels will vary seasonally and over time based on weather
conditions, site development, irrigation practices and other hydrologic conditions.
Geotechnical Subsurface Exploration and Pavement Design Report
317-321 Sherwood Street Alleyway Pavements
Fort Collins, Colorado
Soilogic # 17-1053
' 4
Perched and/or trapped groundwater conditions may also be encountered at times
t throughout the year. Perched water is commonly encountered in soils overlying less
permeable soil layers and/or bedrock. Trapped water is typically encountered within
' more permeable zones of layered soil and bedrock systems. The location and amount of
perched and/or trapped water can also vary over time.
' ANALYSIS AND RECOMMENDATIONS
Roadwav Suberade Development
The lean clay subgrade soils encountered in the completed site borings exhibited low
' swell potential at in -situ moisture and density conditions. The clayey sand and gravel
encountered near surface at boring location B-2 would be expected to be non -expansive
' or possess low swell potential based on the materials physical properties and engineering
characteristics. Based on results of the completed field and laboratory testing, it is our
' opinion the clayey sand and gravel and silty lean clay could be used for direct support of
the alleyway pavements. Immediately prior to paving, we recommend the exposed
subgrade soils be scarified to a depth of 9 inches, adjusted in moisture content and
' compacted to at least 95% of the materials standard Proctor maximum dry density. The
moisture content of the scarified subgrade soils should be adjusted to be within the range
of f2% of standard Proctor optimum moisture content at the time of compaction. If fly
ash stabilization of the pavement subgrade soils will be completed, reconditioning of the
' subgrade soils prior to fly ash treatment would not be required.
Care should be taken to avoid disturbing the developed subgrade soils prior to paving.
' In addition, efforts to maintain the proper moisture content in the subgrade soils should
be made. If subgrade soils are disturbed by the construction activities or allowed to dry
' out or become elevated in moisture content, those materials should be reworked in place
or removed and replaced prior to surfacing.
' Proof -rolling of the alleyway subgrade soils should be completed prior to paving to help
identify any areas of soft/unstable soils. Those areas identified as unstable would need to
' be mended prior to paving. Isolated areas of instability can be mended on a case by case
basis. If more extensive areas of subgrade instability are encountered and depending on
Geotechnical Subsurface Exploration and Pavement Design Report
317-321 Sherwood Street Alleyway Pavements
Fort Collins, Colorado
Soilogic # 17-1053
5
the time of year when construction occurs and other hydrologic conditions, stabilization
of the subgrade soils may become necessary to develop a suitable paving platform.
Based on the materials encountered in the completed site borings and results of
laboratory testing, it is our opinion fly ash stabilization of the pavement subgrades could
be completed to develop a suitable paving platform. With the increase in support
strength developed by the stabilization procedures, it is our opinion the zone of stabilized
subgrade could be included in the pavement section design, slightly reducing the required
thickness of overlying aggregate base course. Pavement section design options
incorporating some structural credit for the fly ash stabilized subgrade soils are outlined
below in Table I. Fly ash stabilization can eliminate some of the uncertainty associated
with attempting to pave during periods of inclement weather.
For half credit and if fly ash stabilization will be completed, we recommend the addition
of 12% class `C' fly ash based on component dry unit weights. A 12-inch thick stabilized
zone should be constructed by thoroughly blending the fly ash with the in -place subgrade
soils. Some "fluffing" of the finish subgrade level should be expected with the
stabilization procedures. The blended materials should be adjusted to within f2% of
standard Proctor optimum moisture content and compacted to at least 95% of the
material's standard Proctor maximum dry density within two (2) hours of fly ash
addition.
Pavement Design
Site pavement could be supported directly on stable reconditioned subgrade soils or fly
ash treated subgrade soils developed as outlined above. The pavement subgrade soils are
' expected to consist of reconditioned silty lean clay and clayey sand and gravel. The silty
lean clay soils classify as A-6 soils in accordance with The American Association of
' State Highway and Transportation Officials (AASHTO) classification system and would
be expected to exhibit low remolded shear strength. An R-value of less than 5 was
' determined on a representative subgrade sample obtained from the borings and used in
pavement section design. Design ESAL's were provided by City of Fort Collins
personnel. Serviceability loss and reliability were obtained from the current LCUASS.
Outlined below in Table I. are pavement section design options for the project alleyway.
Geotechnical Subsurface Exploration and Pavement Design Report
317-321 Sherwood Street Alleyway Pavements
Fort Collins, Colorado
Soilogic # 17-1053
6
11 TABLE 1 — PAVEMENT SECTION DESIGN 11
Roadway
Classification
ESAL's
Reliability
% Loss
Resilient Modulus (Mr)
Design Structural Number
Option A — Composite
Surface Asphalt (Grading S or SX)
Aggregate Base (Class 5 or 6)
(Structural Number)
Option B — Composite on Fly Ash
Asphalt (Grading S or SX)
Aggregate Base (Class 5 or 6)
Fly Ash Treated Subgrade
317-321 Sherwood Street Alleyway
Alley/Local Residential
73,000
80%
2.5%
3025
(2.83)
5" (0.44/inch)
6" (0.11/inch)
(2.86)
4" (0.44/inch)
5" (0.11/inch)
12" (10 @ .05/inch)
(2.81)
Asphaltic concrete should consist of a bituminous plant mix composed of a mixture of
aggregate, filler, binders and additives if required meeting the design requirements of the
City of Fort Collins (LCUASS). Aggregate used in the asphaltic concrete for local
residential roadways should meet specific gradation requirements for Colorado
Department of Transportation (CDOT) grading S (3/4 inch minus) or SX (1/2 inch
minus) mixes. Hot mix asphalt designed using "Superpave" criteria should be compacted
to within 92 to 96% of the materials Maximum Theoretical Density. Aggregate base
should be consistent with CDOT requirements for Class 5 or 6 aggregate base, placed in
loose lifts not to exceed 9 inches thick and compacted to at least 95% of the materials
standard Proctor maximum dry density.
The proposed pavement section design does not include an allowance for excessive
loading conditions imposed by heavy construction vehicles or equipment. The
recommended pavement sections are minimums and periodic maintenance efforts should
be expected. A preventative maintenance program can help increase the service life of
the roadway pavement.
' Geotechnical Subsurface Exploration and Pavement Design Report
317-321 Sherwood Street Alleyway Pavements
Fort Collins, Colorado
Soilogic # 17-1053
7
Drainage
' Positive drainage is imperative for long term performance of the alleyway pavements.
Water which is allowed to pond adjacent to alleyway pavements can result in a loss of
subgrade support and premature failure of the overlying pavement section.
' LIMITATIONS
This report was prepared based upon the data obtained from the completed site
exploration, laboratory testing, engineering analysis and any other information discussed.
' The completed borings provide an indication of subsurface conditions at the boring
locations only. Variations in subsurface conditions can occur in relatively short distances
away from the borings. This report does not reflect any variations which may occur
' across the site or away from the borings. if variations in the subsurface conditions
anticipated become evident, the geotechnical engineer should be notified immediately so
' that further evaluation and supplemental recommendations can be provided.
The scope of services for this project does not include either specifically or by
' implication any biological or environmental assessment of the site or identification or
prevention of pollutants or hazardous materials or conditions. Other studies should be
' completed if concerns over the potential of such contamination or pollution exist.
The geotechnical engineer should be retained to review the plans and specifications so
that comments can be made regarding the interpretation and implementation of our
geotechnical recommendations in the design and specifications. The geotechnical
' engineer should also be retained to provide testing and observation services during
construction to help determine that the design requirements are fulfilled.
' This report has been prepared for the exclusive use of our client for specific application
' to the project discussed and has been prepared in accordance with the generally accepted
standard of care for the profession. No warranties express or implied, are made. The
conclusions and recommendations contained in this report should not be considered valid
' in the event that any changes in the nature, design or location of the project as outlined in
Geotechnical Subsurface Exploration and Pavement Design Report
317-321 Sherwood Street Alleyway Pavements
Fort Collins, Colorado
Soilogic # 17-1053
8
this report are planned, unless those changes are reviewed and the conclusions of this
report modified and verified in writing by the geotechnical engineer.
We appreciate the opportunity to be of service to you on this project. If you have any
questions concerning the enclosed information or if we can be of further assistance to you
in any way, please do not hesitate to contact us.
Very Truly Yours,
Soilogic, Inc.
Wolf von Carlowitz, P.E.
Principal Engineer
Reviewed by:
Darrel DiCarlo, P.E.
Senior Project Engineer
0
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317-321 SHERWOOD STREET ALLEYWAY PAVEMENTS
FORT COLLINS, COLORADO
Project # 17-1053 1
March 2017 so �LOGIC
LOG OF BORING B-2
Sheet 1/1
Drillin Ri : CME 45
Water Depth Information
Start Date 3/6/2017
Au er T e: 4" CFA
Durin DrillingNone
Finish Date 3/6/2017
Hammer Type: Automatic
JAfter Drilling None
Surface Elev.
Field Personnel: CP/ZG
124 Hours After Drilling
rA
y
SOIL DESCRIPTION
Dept
(ff)
m
E
"N"
MC
(%)
DO
(Pcf)
Estimated
q°
(Psf)
% Swell @
500 psf
Swell
Pressure
(psf)
Atterberg Limits
% Passing
At 200 Sieve
°
(/°)
LL
PI
6" RECYCLED ASPHALT PAVEMENT
-
1
SC -GC
FILL - CLAYEY SAND AND GRAVEL
brown
-
2
3
CS
11
18.9
108.2
9000+
0.4%
-
CL
SILTY LEAN CLAY
light reddish brown
4
-
soft to stiff
CS
5
19.6
96.3
6000
34
15
80.3%
5
6
7
8
-
CL-CH
SANDY LEAN TO FAT CLAY
tan to light reddish brown
9
-
stiff
10
CS
1 14
1 19.7
1 107.3
7000
BOTTOM OF BORING 10'
-
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
317-321 SHERWOOD STREET ALLEYWAY PAVEMENTS
FORT COLLINS, COLORADO
Project # 17-1053 €
March 2017 so �LOGIC
LOG OF BORING B-3
Sheet 1/1
Drilling Rig: CME 45
Water Depth Information
Start Date 3/6/2017
u er Type: 4" CFA
Durina Drillina None
Finish Date 3/6/2017
Hammer Type: Automatic
After -Drilling None
Surface Elev.
IField Personnel: CP/ZG
124 Hours After Drilling
y
y
SOIL DESCRIPTION
Dept
(ft)
m
E
wr
"N"
MC
(%)
DD
(pcf)
Estimated
q°
(Psf)
% Swell @
I 500 psf
Swell
Pressure
(psf)
Afterberg Limits
% Passing
# 200 Sieve
(%)
ILL
PI
6" RECYCLED ASPHALT PAVEMENT
-
1
CL
SILTY LEAN CLAY
2
brown
CS
8
17.6
110.8
9000+
0.6%
medium stiff
3
4
5
CS
7
18.5
100.3
9000+
6
7
8
CL-CH
SANDY LEAN TO FAT CLAY
reddish brown
-
stiff
9
10
CS
16
18.6
111.3
9000+
BOTTOM OF BORING 10'
-
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
317-321 SHERWOOD STREET ALLEYWAY PAVEMENTS
FORT COLLINS, COLORADO
Project # 17-1053
March 2017
SWELLICONSOLIDATION TEST SUMMARY
12
10
8
3 8
y
4
2
-2 �a�
C
O
W
-6
O
M
C
O
c a -8
-10
-12
10 100 1000 10000 100000
Applied Load (psf)
Sample ID: B-2 @ 2
Sample Description:
(Swell Only)
Initial Moisture 18.9%
Liquid Limit -
Final Moisture 19.5%
Plasticity Index
% Swell @ 500 psf 0.4%
% Passing #200 -
Swell Pressure (psf) -
Dry Density (pcf) 108.2
317-321 SHERWOOD STREET ALLEYWAY PAVEMENTS
FORT COLLINS, COLORADO
Project # 17-1053
March 2017
SWELL/CONSOLIDATION TEST SUMMARY
12
10
8
s
a
2
0
-2
0
v -6
0
a-
c
0
U 8
-10
-12
10 100 1000 10000 100000
Applied Load (psf)
Sample ID: B-3 @ 2
Sample Description:
(Swell Only)
Initial Moisture 17.6%
Liquid Limit -
Final Moisture 19.1%
Plasticity Index -
% Swell @ 500 psf 0.6%
% Passing #200 -
Swell Pressure (psf) -
Dry Density (pcf) 110.8
SO&OGIC
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests"
Soil Classification
Group
Symbol
Group Name'
Coarse Grained Soils
Gravels
Clean Gravels
Cu : 4 and 1 s Cc s 3E
GW
Well graded gravel`
More than 50% retained
More than 50% of coarse
Less than 5% fines`
Cu < 4 and/or 1 > Cc > 3E
GP
Poorly graded gravel`
fraction retained on
on No. 200 sieve
No. 4 sieve
Gravels with Fines More Fines classify as ML or MH
GM
Silty gravel'G"
than 12% fines°
Fines classify as CL or CH
GC
Clayey gravel""
Sands
Clean Sands
Cu z 6 and 1 s Cc s 3'
SW
Well graded sand'
50% or more of coarse
Less than 5% fines°
Cu < 6 and/or 1 > Cc > 3'
SP
Poorly graded sand'
fraction passes
No. 4 sieve
SandswithFines
Fines classify as ML or MH
SM
Silty sand"'
More than 12% fines°
Fines classify as CL or CH
SC
Clayey sand'"'
Fine -Grained Soils
Silts and Clays
Inorganic
PI > 7 and plots on or above "A" line'
CL
Lean clay"`"
50% or more passes the
Liquid limit less than 50
PI < 4 or plots below "A" line'
ML
Silt"-`"'
No. 200 sieve
Organic
Liquid limit - oven
Organic clay",`""
dried < 0.75
oL
Liquid limit - not
organic silrLM.0
dried
Silts and Clays
Inorganic
PI plots on or above "A" line
CH
Fat clay"`"
Liquid limit 50 or more
PI plots below "A" line
MH
Elastic sill"`"
Organic
Liquid limit - oven dried
Organic day"l`".0
< 0.75
OH
Liquid limit - not dded
Organic silt"`".0
Highly organic soils
Primarily organic matter, dark in
color, and organic odor
PT
Peat
"Based on the material passing the 3-in. (75-mm) sieve
e If field sample contained cobbles or boulders, or both, add "with cobbles
or boulders, or both" to group name.
cGravels with 5 to 12% fines require dual symbols: GW-GM well graded
gravel with silt, GW-GC well graded gravel with clay, GP -GM poorly
graded gravel with silt, GP -GC poorly graded gravel with clay.
°Sands with 5 to 12% fines require dual symbols: SW-SM well graded
sand with silt, SW -SC well graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
z
ECu = D601DI° Cc = (1)W)
Dio x Dw
F If soil contains a 15% sand, add 'with sand" to group name.
olf fines classify as CL-ML, use dual symbol GC -GM, or SC-SM.
60
4[
o-
w 40
0
Z
30
U
5 20
a
10
7
4
0
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT ILL)
"If fines are organic, add "with organic fines" to group name.
If soil contains a 15% gravel, add "with gravel" to group name.
' If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
If soil contains 15 to 29% plus No. 200, add "with sand" or "with
gravel," whichever is predominant.
`If soil contains a 30% plus No. 200 predominantly sand, add
"sandy" to group name.
"'If soil contains a 30% plus No. 200, predominantly gravel, add
"gravelly" to group name.
"PI a 4 and plots on or above "A" line.
°PI < 4 or plots below "A" line.
°PI plots on or above "A" line.
OR plots below "A" line.
For classification of fine-grained
soils and fine-grained fraction
of coarse -grained soils
Equation of "A" - line
"J ,
"P
Horizontal at PI=4 to LL=25.5.
then PI=0.73 (LL-20)
OR.
Equation of "U" - line
Vertical at LL=16 to PI=7,
then P1=0.9 (IL-8)
'Glo
O�
j
MH or
OH
�- "�
I
MLorOL
GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS:
Split Spoon - 1%" I.D., 2" O.D., unless otherwise noted
HS:
Hollow Stem Auger
ST:
Thin -Walled Tube — 2.5" O.D., unless otherwise noted
PA:
Power Auger
RS:
Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted
HA:
Hand Auger
CS:
California Barrel - 1.92" I.D., 2.5" O.D., unless otherwise noted
RB:
Rock Bit
BS:
Bulk Sample or Auger Sample
W B:
Wash Boring or Mud. Rotary
The number of blows required to advance a standard 2-inch O.D. split -spoon sampler (SS) the last 12 inches of the total 18-inch
penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value". For 2.5' O.D.
California Barrel samplers (CB) the penetration value is reported as the number of blows required to advance the sampler 12
inches using a 140-pound hammer falling 30 inches, reported as "blows per inch," and is not considered equivalent to the
"Standard Penetration" or "N-value".
WATER LEVEL MEASUREMENT SYMBOLS:
WL: Water Level
WS: While Sampling
WCI: Wet Cave in
WD: While Drilling
DCI: Dry Cave in
BCR: Before Casing Removal
AB: After Boring
ACR: After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other
times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater.
In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations.
DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils
have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand.
Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they
are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents
may be added according to the relative proportions based on grain size. In addition to gradation, coarse -grained soils are defined
on the basis of their in -place relative density and fine-grained soils on the basis of their consistency.
FINE-GRAINED SOILS
COARSE -GRAINED SOILS
BEDROCK
(SS)
(CB)
(SS)
Relative
(CB)
(SS)
Blows/Ft.
Blows/Ft.
Consistency
Blows/Ft.
Blows/Ft.
Densi
Blows/Ft.
Blows/Ft.
Consistency
< 3
0-2
Very Soft
0-5
< 3
Very Loose
< 24
< 20
Weathered
3-5
34
Soft
6-14
4-9
Loose
24-35
20-29
Firm
6-10
5-8
Medium Stiff
1546
10-29
Medium Dense
36-60
30-49
Medium Hard
11-18
9-15
Stiff
47-79
30-50
Dense
61-96
50-79
Hard
19-36
16-30
Very Stiff
> 79
> 50
Very Dense
> 96
> 79
Very Hard
> 36
> 30
Hard
RELATIVE PROPORTIONS OF SAND AND
GRAVEL
Descriptive Terms of
Percent of
Other Constituents
Dry Weight
Trace
< 15
With
15 — 29
Modifier
> 30
RELATIVE PROPORTIONS OF FINES
GRAIN SIZE TERMINOLOGY
Major Component
of Sample
Particle Size
Boulders
Over 12 in. (300mm)
Cobbles
12 in. to 3 in. (300mm to 75 mm)
Gravel
3 in. to #4 sieve (75mm to 4.75 mm)
Sand
#4 to #200 sieve (4.75mm to 0.075mm)
Silt or Clay
Passing #200 Sieve (0.075mm)
PLASTICITY DESCRIPTION
Descriptive Terms of
Percent of
Other Constituents
Dry Weight
Term
Plasticity Index
Trace
< 5
Non -plastic
0
With
5-12
Low
1-10
Modifiers
> 12
Medium
11-30
High
30+
SOILOGIC,
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Soil Map—Larimer County Area. Colorado
Map Unit Legend
Larimer County Area, Colorado (COS")
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
35 Fort Collins loam, 0 to 3 percent 0.5 100.0%
slopes
Totals for Area of Interest 0.5 100.0%
i suA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1011312016
Page 3 of 3
T
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City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(5 minutes - 30 minutes)
Figure 3-1a
Duration
(minutes)
2-year
Intensity
in/hr
10-year
Intensity
in/hr
100-year
Intensity
in/hr
5.00
2.85
4.87
9.95
6.00
2.67
4.56
9.31
7.00
2.52
4.31
8.80 .
8.00
2.40
4.10
8.38
9.00
2.30
3.93
8.03
10.00
2.21
3.78
7.72
11.00
2.13
3.63
7.42
12.00
2.05
3.50
7.16
13.00
1.98
3.39
6.92
14.00
1.92
3.29
6.71
15.00
1.87
3.19
6.52
16.00
1.81
3.08
6.30
17.00
1.75
2.99
6.10
18.00
1.70
2.90
5.92
19.00
1.65
2.82
5.75
20.00
1.61
2.74
5.60
21.00
1.56
2.67
5.46
22.00
1.53
2.61
5.32
23.00 I
1.49
2.55
5.20
24.00
1.46
2.49
5.09
25.00
1.43
2.44
4.98
26.00
1.40
2.39
4.87
27.00
1.37
2.34
4.78
28.00
1.34
2.29
4.69
29.00
1.32
2.25
4.60
30.00 I
1.30
2.21
4.52
DRAINAGE CRITERIA MANUAL (V. 1)
Table RO-3—Recommended Percentage Imperviousness Values
Land Use or
Surface Characteristics
Percentage
Imperviousness
Business:
Commercial areas
95
Neighborhood area_ s
85
Residential:
Single-family
Multi -unit (detached)
60
Multi -unit (attached)
75
Half -acre lot or larger
Apartments
80
Industrial:
Light areas
80
Heavy areas
90
Parks, cemeteries
5
Playgrounds
10
Schools
50
Railroad yard areas
15
Undeveloped Areas:
Historic flow analysis
2
Greenbelts, agricultural
2
Off -site flow analysis
(when land use not defined)
45
Streets:
Paved
100
Gravel (packed)
40
Drive and walks
90
Roofs
90
Lawns, sandy soil
0
Lawns, clayey soil
0
* See Figures RO-3 through RO-5 for percentage imperviousness.
RUNOFF
CA = KA + (1.31i' — 1.44i ` + 1.135i — 0.12) for CA >— 0, otherwise CA = 0 (RO-6)
CCD = KCD + (0.858i' — 0.786i Z + 0.774i + 0.04) (RO-7)
CB = (CA + CCD)/2
2007-01 RO-9
Urban Drainage and Flood Control District
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APPENDIX B: Hydraulic Computations
Fort Collins Modified FFA Method
' Infiltration Calculation
Roll Over Curb Calculation
Swale Calculation
' DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Faith Family
' Basin ID:
(For catchments less than 160 acres only. For larger catchments, use hydrogroph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrogroph and routing are recommended)
Determination of MINOR Detention Volume Using Modified FAA Method
Determination of MAJOR Detention Volume Using Modified FAA Method
Design Information (Input):
Catchment Drainage Imperviousness 4-
Catchment Drainage Area A -
Predevelopeent NRCS Soil Group Type .
Realm Period for Detention Control T .
Time of Concentration of Watershed Tc •
Allowable Unit Release Rate g •
48,00
percent
acres
A. B. C. or D
years (2, 5, 10, 25. 50, or 100)
minutes
ctslacre
Design Information (Input):
Catchment Drainage Imperviousness Ir. 48.00 percent
Catchment Drainage Area A . 0,074 acres
Predevelopment NRCS Soil Group Type . C A, S. C, or D
Rehm Period for Detention Control T. 100 years (2,5,10.25. W. or 100)
Time of Concentration of Watershed Te . 5 minutes
Allowable Unit Release Rate g . 0.01 ctsfacre
0.074
C
2
5
0.01
Determination of Average Outflow from the Basin (Calculated):
Rum"Coelficient C- 0.54
Inflow Peak Runoff Cp4n - 0.11 cis
Allowable Peak Willow Rate Opout- 0.01 cis
Mod. FAA Minor Storage Volumes = a8 cubic h
5 <- Enter Rainfall Dwanon Incremental Increase Value Here (e.g. 5 for 5-Minutes)
Determination of Average Outflow from the Basin (Calculated):
Runoff Coefficient C- 0.68
Inflow Peak Runoff Cc in- 0.50 cis
Allowable Peak Outflow Rate Op -out- 0.01 cis
Mod. FAA Mal" Storage Volume = 165 cubic it
Rainfall
Duration
minutes
(input)
Rainfall
Infirmity
inches /fir
(output)
Inflow
Volume
cubic feet
(output)
Adjustment
Factor
'm'
(output)
Average
Outflow
cis
(output)
OlRllow
Volume
cubic feet
(output)
Storage
Volume
cubic feat
(output)
Rainfall
Duration
minutes
(input)
Rainfall
Intensity
Inches /In,
(output)
Inflow
Volume
cubic feet
(out up
Adjuipmen
Factor
'm'
(output(
Average
W01ow
els
(outpuq
Outflow
Volume
cubic feet
(ou q
Storage
Volume
cubic feet
(output)
0
0.00
0.000
0.00
0.00
0.000
0.000
0
0.00
0,000
0.00
0.00
0.000
0.000
5
2.85
34.166
1.00
0.01
3.D00
31.166
5
9.95
55.223
1.00
0.01
3.900
51.323
10
2.21
52.987
0.75
0.01
4.500
48A87
10
772
8S692
0.75
0,01
5.850
79,842
15
1.87
67.253
0.67
0.01
6.000
61.253
15
6.52
108,558
0.67
0.01
7.800
100758
20
1.61
77.203
0.63
0.01
7.500
69703
20
5.60
124.320
0.63
0.01
9750
114.570
25
1.43
85.714
0.60
0.01
9,ODO
76714
25
4.98
138,195
0.60
0.01
117DO
126A95
30
1.30
1 93.506
0.58
1 0.01
10.500
83.006
30
4.52
150.516
0.58
1 0.01
13.650
136.866
35
1.17
98.fa2
0.57
0.01
12,000
86.182
35
4.08
158.508
0.57
0.01
15.600
142.908
40
1.07
102.617
0.56
0.01
13.500
89.117
40
374
166.056
0.56
0.01
47.550
148.506
45
0.99
106.813
0.56
0.01
15.000
91,813
45
3.46
172.827
0.56
0.01
19.500
153.327
50
0.92
110.290
0.55
0.01
1 16.500
93.790
50
3.23
179.265
0.55
0.01
21.450
157,815
55
O.a7
/14725
0.55
oel
18.000
96725
55
3,03
184.982
0,55
0.01
23.400
161.582
6D
0.82
117.962
0.54
0.01
19.500
98.462
60
2.86
190476
0,54
aoi
25.350
165.126
0.85 Jin/hr or
* Infiltation Rate taken from soils report
Surface Area 961' sq. ft.
Pavers 850 sq. ft.
Dry Well ill sq. ft.
Allowable Infiltrating Flow 0.019 cfs
Final Allowable Infiltrating Flow 0.013 cfs
100-YR Event Volume 165 cubic ft
Time to Drain 13089 seconds
(100-YR Event Volume/ Final Infiltrating Flow)
Project No:
7040-007
Project Name:
Faith Family
Designer:
R1P
Date:
10/2/2017
Basin:
82
1.96759E-05 ft/sec
Safty Factor 1.5.
or 3.6 hrs
Hydraulic Analysis Report
Project Data
Project Title: Faith Family Roll Over Curb
Designer: RJP
Project Date: Monday, October 02, 2017
Project Units: U.S. Customary Units
Notes:
Channel Analysis: Channel Analysis
Notes:
Input Parameters
Channel Type: Custom Cross Section
Cross Section Data
Elevation (ft)
levation (fl)
Manning's n
0.00
.54
1.57
0.0130
16.50
.29
0.0130
17.60
.19
0.0130
19.00
-
' Longitudinal Slope: 0.0050 ft/ft
Flow: 0.9400 cfs
' Result Parameters
Depth: 0.2115 ft
' Area of Flow: 0.6702 ft^2
Wetted Perimeter: 9.2707 ft
' Hydraulic Radius: 0.0723 ft
Average Velocity: 1.4026 ft/s
Top Width: 9.2371 ft
Froude Number: 0.9177
Critical Depth: 0.2065 ft
' Critical Velocity: 1.5045 ft/s
Critical Slope: 0.0060 ft/ft
t Critical Top Width: 8.89 ft
Calculated Max Shear Stress: 0.0660 Ib/ft^2
Calculated Avg Shear Stress: 0.0226 Ib/ft^2
' Composite Manning's n Equation: Lotter method
Manning's n: 0.0130
O O to
In CT M
(11) uOIJeAGG
9
LO O
N N
00
co
:13
U)
iJ
N
7
Hydraulic Analysis Report
Project Data
Project Title: Faith Family Swale
Designer: RJP
Project Date: Monday, October 02, 2017
Project Units: U.S. Customary Units
Notes:
Channel Analysis: Channel Analysis
Notes:
Input Parameters
Channel Type: Custom Cross Section
Cross Section Data
Elevation (ft)
Elevation (ft)
Manning's n
0.00
1.06
0.0300
20.00
0.75
0.0300
40.00
1.16
—
' Longitudinal Slope: 0.0070 ft/ft
Flow: 2.6900 cfs
Result Parameters
Depth: 0.2226 ft
' Area of Flow: 2.8059 ft^2
Wetted Perimeter: 25.2191 ft
' Hydraulic Radius: 0.1113 ft
Average Velocity: 0.9587 ft/s
Top Width: 25.2151 ft
' Froude Number: 0.5065
Critical Depth: 0.1695 ft
' Critical Velocity: 1.6521 ft/s
Critical Slope: 0.0299 ft/ft
' Critical Top Width: 19.21 ft
Calculated Max Shear Stress: 0.0972 Ib/ft^2
Calculated Avg Shear Stress: 0.0486 Ib/ft^2
' Composite Manning's n Equation: Lotter method
Manning's n: 0.0300
c
Mi
r O 0 0) 0) OD OD r-
O O O O O
(11) UOIJena13
APPENDIX C: Map Pocket
Drainage Plan
• . 9•I VIAI I, .Iff w N., ,
.
IIIIIIIIIIIII1IIIIII1___
IIIIIIIIIIIII1IIIIII1
19-1
1 IS
-as
SRPBsTWEACY sVAXr
fND1YMITY ALLEY DCAGN ONLY. BUT FOR CMSITILIpL FWL WEY RESIGN
TOM CWISaNIw VAN CRY OF FORT Ctl1R6 STETS DEPARTMENT
BDRE>]I YILapIN STREr MN TINT SIHE£T .K A SETWMIE NgEl'T
FAITH FAMILY PARKING IMPROVEMENT ND
Perwolw Pavement
NewPMmeMArea
zm
laafl.
Re uaWl Mnimum Area of Points Panment
ffi
W.N.
Area of Paver Wwon n
Run-on area for Pinter R6lmpu W3:1 is mJted
Area of PawfSecdon eE
A.&
Rumon area for Paerittim Plu W3a is MIRE
Total Ponvus Pavement Arta
L.I.D. LEGEND
® ® PFAMFArNF PAVERS
® O my WETL
BATH ,1
/
� it i
i
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EXISIM'f. NOOa CEG i \
Exuma swarAAvneArwuT� suss.
321 SOUTH SHpLW000 STREET
PARCEL
2.50090.FT.
0118 ACRES
DRAINAGE LEGEND
FLOODPLAIN NOTES
BI
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lA r LTrc-IEUEAIm IaF\£w RamvLAx
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NOTE: ALLE%ISTNGTREESTO BE PROTECTEOIN PLACE
BA9N BOUNDARY PLEASE REFERTOTHE EROSION CONTROL PLAN
SHEETS AND REPORT FOR TEMPORARY
CONTROL MEASURES AND CONSTRUCTION
PROPOSED FLOW SECUENCING THAT SHALL BE USED TO PREVENT
DIRECTOR LOADING OF THE PERMEABLE PAVERS DRAINAGE
FACILITY WITH SEDIMENT DURING
CONSTRUCTION.
MNMANED. THE CITY OF FORT COLLINS
SMRMWATER DEPARTMENT SHALL HOT
RESPONSIBLE FOR WY MANTENANCE.
317 SOUTH 9HERWOOD STREET
PARCELI
9,NM 90FF.
0.91a ACRES
I I
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® L
raraaae/
aSI
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STORMWATERDEPAZIMENTSIWLNOTOE
RESPONSIBLE FORANY MAINTENANCE.
HISTORIC BASIN FLOWS
BASIN OESKNABON
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