HomeMy WebLinkAboutDrainage Reports - 06/03/2014City of Ft. Collins pro Plans
Approved By
Date _3 "
Storm Water Management Plan for
Foothills Redevelopment
Fort Collins, Colorado
RASN Project No. 3120115
Date: October 29, 2012
Revised: December 5, 2012
Revised: March 25, 2013
Revised: June 12th92013
Revised: October 1, 2013
Revised: November 19, 2013
Revised: December 5, 2013
Page I
Storm Water Management Plan for
Foothills Redevelopment
Fort Collins, Colorado
' Prepared by
' N. Clif Poynter, P.E.
Project Manager
R.A. Smith National, Inc.
' 16745 W. Bluemound Road, Suite 200
Brookfield, WI 53005-5938
Prepared for
' Walton Foothills Holdings, VI, LLC
5750 DTC Parkway, Suite 210
Greenwood Village, Colorado 80111
' October 29, 2012
Revised: December 5, 2012 Revised
' Revised: March 25, 2013
Revised: June 12, 2013
' Revised: October 1, 2013
Revised: November 19, 2013
December 5, 2013
Page 2
TABLE OF CONTENTS
CHAPTER I — GENERAL LOCATION AND DESCRIPTION.............................................................. 1
CHAPTER II — DRAINAGE BASINS AND SUBBASINS....................................................................... 5
CHAPTER III — DRAINAGE DESIGN CRITIERIA............................................................................... 7
CHAPTER IV — DRAINAGE FACILITY DESIGN............................................................................... 10
CHAPTER V — CONCLUSIONS............................................................................................................. 22
CHAPTERVI — REFERENCES.............................................................................................................. 23
CHAPTER VII — APPENDICES SUMMARY........................................................................................ 24
APPENDICES
APPENDICE 1— CULVERT CALCULATIONS
APPENDICE 2 — SWMMM CALCULATIONS
APPENDICE 3 — STORM SEWER CALCULATIONS
APPENDICE 4 — WATER QUALITY CALCULATIONS
APPENDICE 5— SOIL REPORT
APPENDICE C- OVERFLOW ROUTING CALCULATIONS
APPENDICE 7— STORM SEWER INLET CAPACITY ANALYSIS
Page 3
October 1, 2013
City of Fort Collins
' Engineering Department
281 North College Avenue
Fort Collins, CO 80524
Re: Statement of Compliance to the Approved PDP Storm Water Management Design
To whom it may concern:
Please let this letter serve as our statement of compliance that the attached final plans included
' with this letter are in conformance with the approved storm water management design
approved under the PDP submittal for this project.
' Furthermore, there is no floodplain impacts, changes or other involvement proposed on the
attached FP submittal and that these plans are in compliance with the floodplain requirements
for the City of Fort Collins.
' Please feel free to contact me with Questions.
' Sincerely,
R.A. Smith National, Inc.
Norman C. Poynter III, P.E.
' Project Manager
262-317-3232 direct
clifpoynter@rasmithnational.com
Page 4
I. GENERAL LOCATION AND DESCRIPTION
A. Location
The property is located in the City of Fort Collins, Larimer County Colorado.
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Page 1
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2. Township, range, section, %< section
LOCATED IN THE SOUTHWEST QUARTER OF SECTION 25,
TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN,
CITY OF FORT COLLINS, COUNTY OF LARDAER, STATE OF COLORADO
B. Description of Property
1. Area in acres = 77.4
2. Ground cover (type of trees, shrubs, vegetation, general soil conditions, topography, and slope):
a. In the existing condition the site is a commercial retail mall with outlots. The
groundcover is mostly impervious parking, walks and buildings. Trees and other formal
vegetation are present in landscape areas onsite. The site falls roughly 32 feet from SW
to NE and drains to the NE corner into a unnamed stream. Existing slopes vary from t to
10% in the paved areas onsite and up to 3:1 in the landscape areas. A full soils report is
attached as an exhibit to this report as appendix 5. However here is the USDA mapping
for the site.
s
Nq Stll.' 19D.fi 1pYM100+A v iH�' � 1"' f'wt .
h 0 H
` u so Sao mo Sao
N Fo
o wo eoo �.�a two
Page
II
II
II
II
Hydrologic Sol Group-Larimer County Area. Colorado
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CC644)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
3
S
7.1
6.0%
perceq: slopes
22
Car w cloy loam. 0 to t
C
9.8
6.4%
perceq: slope
35
=:r Co Irs oam. 1 to 3
8
6.3
5.4%
percent slopes
36
=-r --alms loam. 3 to 5
8
7A
6.3%
percent slopes
37
=2r..^olrns loam. 5 to 9
8
4.1
3.5%
percent slopes
73
Nunn clay loam, 0 to 1
C
45.4
36.8%
percent slope
74
Nunn clay loam, 1 to 3
c
30.7
26.3%
percent slopes
76
Nunn clay loam, wet 1 to 3
C
6.2
5.3%
percent slopes
Toteh for Area of Yaerest
117.0
100.0%
3. Major drainage ways:
a. The Larimer County Ditch No. 2 passes thru the SW corner of the site and a portion of it
will need to be relocated for this project. The Project Developer is coordinating with the
Ditch Owners to facilitate this relocation.
b. There is a Large (60") storm sewer which cuts thru the north end of the project site and
conveys offsite drainage from the west thru our site. This system will be protected in
place.
' 4. General project description:
a. Redevelopment of an existing retail mall and outlots. Portions of the existing mall will
' remain, however roughly 70% of the site will be fully redeveloped.
5. Irrigation facilities:
a. The majority of the existing landscaped areas onsite are irrigated. Along with the
' redevelopment of these areas, new irrigation facilities will be installed.
6. Proposed land use
' a. Commercial, Entertainment and retail
Page 3
C. Floodplain Submittal Requirements
No floodplains exist onsite — below is a copy of the FIRM for the area:
4
MAP SCALE 1" = 500• ppp
500 ' FEET
25
FIRM
� a
1 FLOOD INSURANCE RATE MAP
LA RIMER COUNTY,
PARK
COLORADO
NOTE: MAP AREA SHOWN ON THIS PANEL IS LOCATED s
WITHIN TOWNSHIP 7 NORTH, RANGE 69 WEST. °
'I�a`
'�, A]DI1%C0R ORXFFJ)ARras
ti
ti
PANEL M7 OF 11M
ISLE I ' IN.' FOR FMN F kI UY U!:
ITY OF FORT COLLINS.....
),C
I
ra
,. .
080102
F
I! MAP NUMBER
¢ 08069CO907G
MAP REVISED
MAY 2. 2012
Fv&- d E�m, NI ......... I �ccnc.
cpq a. pmpon m
. Y.u«!w uNnA Faun orvun. !N. m« pnw nm M«i cn.nP..
YmYnbn«b..lxc� mq n.+n e..n m.p..ibnasr! !o!n. ebe o" mo
e bwY Fp !M b1a.I wa0c! InYMm«on Ypw. 4blpem' �Ip.0 lmuwco
yun lops mq� cnecY lR FENA FlcoO Nep 9!ve tl wwv m.[_4m. pa
Page 4
II. DRAINAGE BASINS AND SUB -BASINS
' A. Major Basin Description:
a. Project Site is located fully within the Foothills Basin as designated in the City's overall
master storm water planning.
' 1. Major basin drainage characteristics, existing and planned land uses
a. Based on the City's February 2011 Storm water Report — the area within the foothills
basin contains area designated as; redevelopment, pre WWI I residential development
' and commercial areas (mostly located along College Avenue). The majority of the basin
is pre WWI I residential development and the project site is located in an area designated
as redevelopment.
' 2. Identification of all irrigation facilities within the basin, which will influence or be influenced by
the local drainage design:
a. Larimer County Number 1 and 2 ditches cross the Foothills basin. Locally the No. 2
ditch crosses the site receives a runoff from a portion of the SW corner of this site and
conveys it south. Per the requirements of the City and the Ditch Company, runoff from
this area will be redirected out of the irrigation ditch and to the NE comer of the property.
' This basin diversion is included in the SWMM model prepared for this project and is
discussed in more detail below.
Page 5
B. Sub -Basin Descriptions
a. Discussion of historic and proposed drainage patterns of the property in question
i. In the existing condition the site has 3 drainage sub -basins.
1. There is the roughly 3.1 acre sized subbasin located between the
Existing No. 2 Ditch and College Ave in the SW comer of the site that
drains to the No. 2 Ditch (part of SB#17)
2. A the SE corner of the site there is roughly 1.7 acres of the site which
drains to the south along Stanford Avenue to Warren Lake (part of
SB#36)
3. Lastly there is the remainder of the site which drains to the NE corner
(part of SB #25)
b. Additionally the project impacts sub -basins #16 & #22 offsite as a portion of this basin
will be directed into the onsite system due to some of the offsite improvements being
done on the west side of College Ave.
Below is a map of these sub -basins areas. The shaded area is the site, the red is the sub -basin
limits (from the City's Foothills Basin Model) and the cyan labels indicate the Sub -Basin Numbers
60
°c.
T9
f/ J
0
1 _ 25 0
0
G
o
s Z W
20 by e 621.5
1
3 °°•
oC as 28
26 a8 5.0
ass
14?
Page 6
I
b. Discussion of offsite drainage flow patterns and impact on development under existing
and fully developed basin conditions:
i. In the developed condition portions of sub -basins #'s 16, 17, 22 & 36 will be
added to sub-asin 25 and will discharge at the current location of the discharge
for sub -basin 25 at the NE corner of the site.
' III. DRAINAGE DESIGN CRITERIA
A. Regulations: Discussion of the optional provisions selected or the deviation from the criteria, if
any, and its justification.
a. This project will comply with applicable city requirements for storm water drainage,
storm water management and water quality excepting the following:
i. We request that we be able to extend walls to wrap around more than just 2 sides
for the Sand Filters. In no case will the filters be fully enclosed in walls.
' ii. Also we request deviation from the max wall height of 30" (the proposed max
height is 5')around these filters on the condition that there are railings or other
obstacles present along the top edge.
' B. Discussion on how the Directly Connected Impervious Area (DCIA) is being minimized and or
disconnected and discussion on how compliance with the "Four Step Process" is being
implemented.
' a. The following features are included in the site's redevelopment to meet these goals:
i. Impervious area is reduced in the redeveloped condition (by roughly 6%)
ii. Where feasible to work with the existing infrastructure to remain, parking areas
drain to BMP's designed to slow the time of concentration and remove
' pollutants.
Page 7
I
I
I
I
I
I
C. Development Criteria Reference and Constraints
a. Discussion of previous drainage studies (i.e., project master plans) for the site in question
that influence or are influenced by the drainage design and how the plan will affect
drainage design for the site.
i. A previous study prepared in 1987 by Stewart & Associates has been provided
by the City of Fort Collins. It details Two detention ponds which were
constructed as a part of the expansion of the Mall in the late 1980's. One pond
of 9700cf and another of 15,782 cf for a total of 25,482 cf. This storage will be
replaced in the Sand Filters and bioswales onsite as modeled in the SWMM
model for the project and as summarized in the below table. Refer to to the
water quality plan sheets for location and design of each BMP.
Water Quality BMP
ID
Volume
Required (cfs)
Volume
Provided
(cfs)
Depth
(in)
Orifice
Size (in)
Rain Garden 14
3,560
4,886
10
1.26
Rain Garden 27
1,124
1,367
8
0.72
Rain Garden 28
1,258
1,565
8
0.77
Rain Garden 29
7,254
7,533
8
1.76
Rain Garden 31
1,590
1,675
12
0.86
Rain Garden 33
2,061
2,417
10
0.92
Sand Filter 1
29,811
31,080
36
3.55
Sand Filter 2
15,056
22,800
36
2.58
Sand Filter 4
5,751
5,920
19.2
1.61
Sand Filter 5
16,863
16,872
24
2.74
total
84,328 96,115
A total of 96,115 cf of storage is proposed on the project in the on -surface BMP's.
a. Discussion of the effects of adjacent drainage studies.
i. To our knowledge and inquires to the City there are no other previous drainage
studies that would affect this site
D. Discussion of the drainage impact of site constraints such as streets, utilities, rapid transit, existing
structures, and development or site plan.
a. The redevelopment plan is to keep the mall operating during redevelopment of the site.
To facilitate this, existing infrastructure that can be reused shall be. This includes
portions of the site's parking lots, road infrastructure and utilities.
Page 8
Hydrological Criteria
' 1. Identify design rainfall
a. The rainfall used in the SWMM modeling was provided by the City of fort Collins and
matches the values present in the city's Drainage Policy Vol.l.
b. The rainfall used in the Storm System Modeling matches the values present in the city's
Drainage Policy Vol.I chapter 4 section 4.
2. Identify runoff calculation method
' a. SWMM for the Stormwater management modeling and Rational method for the Storm
sewer design.
3. Identify detention discharge and storage calculation method
a. SWMM
4. Identify design storm recurrence intervals
a. SWMM for the 100year event for the Stormwater Management. The storm sewer design
is the 2 year with the major flood routing above that being the 100 year event.
5. Discussion and justification of other assumptions or calculation methods used that are not
referenced by the criteria.
a. N/A
E. Hydraulic Criteria
1. Identify various capacity references
a. The minor drainage system and WQ devices have been designed to convey the 2 year
storm
2. Discussion of other drainage facility design criteria used that are not referenced in the criteria
a. None known
' 3. If there are proposed modifications to areas within the 100-year floodplain or floodway, a
"Floodplain Modeling Report" must be submitted
a. No impacts to mapped flood areas are proposed
' 4. If there are proposed modifications to a natural drainage way where a 100-year floodplain has not
been designated, a "Floodplain Modeling Study" must be submitted
a. There are no impacts to any natural drainage ways proposed
F. Floodplain Regulations Compliance
a. Complete a "City of Fort Collins Floodplain Review Checklist for 50% Submittals" that
' clearly states the intent to comply with all applicable City of Fort Collins floodplain
regulations as specified in Chapter 10 of the City Code.
i. No Floodplain impacts are proposed
' G. Modifications of Criteria
a. N/A.
1. Identify provisions by section number for which a modification is requested
2. Provide justification for each modification requested
Page 9
IV. DRAINAGE FACILITY DESIGN
A. General Concept
a. Discussion of concept and typical drainage patterns
i. For Storm water management - As described above in Section 11, there are 3
sub -basins on the site in the existing condition which will be combined into a
single basin in the developed condition.
ii. For local Storm System Design — The underground system is designed to convey
and treat the 2 year event. For precipitation above this event the 2 year system
will perform "under head conditions" and the major storm routing overland
system will be used. The overland system is designed so that the maximum
depth at any low spot will be less than 1' deep and more often less than 9".
' b. Discussion of compliance with off -site runoff considerations
i. The Storm water management model (SWMM) prepared for this project indicate
that the discharge leaving the site in the developed condition is significantly
reduced from the existing condition. These results are discussed in depth below.
c. Discussion of the content of tables, charts, figures, plates, or drawings presented in the
' report
i. The modeling concept is fairly simplistic. We followed a stepped procedure as
outlined below. The details for each step follow this section on following page
in the order they are listed below:
1. History of the City's Foothills Basin SWMM Model
2. Calculation of the existing and proposed "C" values.
3. Modification of the Existing condition SWMM model to more closely
mimic the existing site conditions.
' 4. Calculation of the Existing Runoff and result.
5. Modification of the Proposed Condition Model
a. Sand filter ponds —
i. Stage Storage/Discharge Curves
ii. Outlet Design concept— normal pool elevation
iii. Overflow design concept - freeboard
6. Calculation of the Proposed Condition Runoff
' 7. Comparison of Existing Vs. Proposed runoff.
8. Discussion of Maintenance Access and easements
9. Discussion of easements and tracts for drainage purposes, including the
' conditions and limitations for use
IPage 10
I
I
I
1
History of the City's Foothills Basin SWMM Model
a. The model was previously prepared the by City and
consultants to mimic the storm water flows in major drainage
basins around the City. While somewhat general in nature, the
model has been calibrated to closely model storm water flows
being seen during rain events. This "real world" calibration is
essential to creating a model that accurately depicts the flows
from basins during actual rain events. This type of model is
less theoretical and more real than most other types of
modeling which are localized in nature., therefore the use of
this model is preferred to more accurately predict the flows
seen from development.
2. Calculation of the existing and proposed "C" values.
a. Using the existing survey and the proposed development plan
impervious areas were marked and added up. Below are the
maps, the green areas are the areas counted as pervious.
Page 11
Existing Condition Impervious Areas:
P
Page 12
Proposed Condition Impervious Areas:
Please note that the site plan may be slightly changed from the above but we anticipate that impervious
coverages will match or be greater than those listed below in the post developed condition.
Summary of Impervious Coverages:
Total Site = 76.60 acres
Existing Pervious Coverage = 10.09 Ac. — 13.2%
Proposed Pervious Coverage = 14.85 Ac. —19.4%
Using Pervious "C"=0.2 and Non -Pervious "C"=0.9
Existing Runoff Coefficient=80.8
Proposed Runoff Coefficient=76.4
Cad files are available by emailing request to clifpovnterna rasmithnational.com
Page 13
3. Modification of the Existing condition SWMM model to more closely
mimic the existing site conditions.
a. The existing model received from The City by Email on
10/16/2012 entitled" As -built 5-25-06.in" was revised in the
following manner.
i. The runoff coefficient for the basin number #25 was
decreased from a 90 to a 81 to be more in line with
the actual calculated coefficient from the impervious
calculation. This was done so that the 3% decrease in
the site's impervious coverage could be accurately
modeled.
ii. The model was then renamed " As -built 5-25-06-ex
cond-rev.in"
iii. A digital copy of all models used are available by
emailing a request to
clif.p2vnte _.rasmithnational.com
Below is the Existing Condition Schematic Basin Map — The Site is shaded for Reference
35
Page 14
L
4. Calculation of the Existing Runoff and result.
' a. The model was then run and the peak runoff at each of the
critical reaches downstream were calculated. Here is a table
of the results:
Crit
Node/
Ex Condition
Subarea
Reach
Peak (cfs)
'
22
129
353.8
16
98
90.0
' 17
24
25.7
36
45
308.8
25,98,99
34
862.3
' 18
25
119.6
18
47
244.6
25,98,99
134
849.2
Page 15
5. Modification of the Proposed Condition Model
a. The existing model created above was then further modified as
'
follows:
i.
Basins 98 and 99 were created out of basin 25
'
ii.
iii.
Ponds 224 & 225 were added
Reaches 221 and 222 were added
iv.
Basin 98 was directed to pond 224 (sand filter South)
and then to reach 221
v.
Basin 99 was directed to pond 225 (sand filter North)
and then to reach 222
vi.
Reach 221 was directed to reach 222 and then to
'
vii.
existing reach 34.
Basin 22 was adjusted to 25.9 acres in size (-0.1)
viii.
Basin 16 was adjusted to 10.8 acres in size (-1.0)
ix.
Basin 17 was adjusted to 0.2 acres in size (4.4)
x.
Basin 36 was adjusted to 19.3 acres in size (-2.2)
'
xi.
Basin 98 was adjusted to 23.3 acres in size (+23.3)
xii.
Basin 99 was adjusted to 11.1 acres in size (+11.1)
xiii.
Basin 25 was adjusted to 60.8 acres in size (-26.7)
'
xiv.
The model was renamed to "2013-10-10-Ff M-
MOD.in"
Summary of Sub -Basin Areas:
Sub -Basin Existing Proposed Change
16
11.8
10.8
-1.0
17
4.6
0.2
-4.4
18
20.1
20.1
0.0
'
22
26.0
25.9
-0.1
34
16.5
16.5
0.0
' 36
21.5
19.3
-2.2
25
87.5
60.8
-26.7
98
0.0
23.3
23.3
99
0_0
11.1
11.1
Totals
188.0
188.0
Page 16
Below is the Proposed Condition Schematic Basin Map — The changes are in Red for clarity
h F-L-7
Fu
Page 17
k.rt«n
3
2i
b. Sand filter ponds
i. Of the 5 sandfilters proposed, there are two sand
filters onsite that offer significant storm water
detention along with their water quality benefit.
Therefore they were included in the storm water
design model. These ponds are modeled as 224 &
225.
ii. Outlet Design concept — normal pool elevation
1. The outlets will consist of a vertical concrete
riser with a grated top. The diameter of the
riser will be sized to accommodate the 2
year storm overflow within the allowable
freeboard.
2. The risers will be set to provide a maximum
of 3' depth of storage until the risers begin
to overflow.
iii. Overflow design concept— freeboard
1. The sand filters and risers will be designed
with P of Freeboard prior to their
emergency overflow elevations.
2. Overflow spillways will be incorporated in
the final design of the Sand filters to
accommodate flows in excess of the 100
year event. These overflows will be 1' deep,
armored and set at locations so as to prevent
damage during any overflows.
Page 18
iv. Stage Storage/Discharge Curves
For the Southern Sand Filter modeled with a Riser overflow, 3' infiltration depth and Emergency
Spillway.
Stage - Shma9e
slaps ml
Pad No. 1
Sm
am
am
zOO
Lm
am
Ebr@I
Slam
5mzm
5011.m
5D1GLOO
Waco
SDDGLOO
u 7.6m MUM n,uoa m,wu aoaaa ae.wa aa.uw MUM aaum MUM 7,i u
swap slaap (VA
1.00
200
ZOO
1.m
Dm
D.m 2m am
- 1de0
Slags - Discharge
Pond Na 1
E1, All
5013.00
S12m
5MI.m
SMOOO
SmBm
SOOB m
6.m am 10.91) IM AGO MOO IGLOO xiOO
Didwpa ICNI
Page 19
For the Northern Sand Filter modeled with a Riser overflow, 3' infiltration depth and Emergency
Spillway.
Stage - Storage
Slaps IDI
Pord No. 2
500
4.00
3.00
200
Eluv (DI
5010.50
5009,50
5006.50
5007.50
5006.50
0.00 — 5005.50
0 5,000 10,000 15M 20,000 25,000 30.000 35,000 40,000 45,000 50.000
Slaa¢Icutt]
Shape
Stage - Discharge
Slaps Ih) EL, IDI
Pond Nc. 2
5.00 F 5DI0.50
4.00
3.00
200
1 00
50D9.50
5DOR50
500750
5006.50
0,00 5005.50
0.00 500 10.00 15.00 2000.25,00 30.00 35.00 40.00 45.00 50.00 55.00
— Told 0 D.chape Ids)
Page 20
6. Calculation of the Proposed Condition Runoff
a. The Proposed condition Model was then run and the results
checked at all critical reaches.
7. Comparison of Existing Vs. Proposed runoff.
Proposed
Crit
Ex
Proposed
Subarea
Node/
Condition
condition Peak
Decrease in
peak Flow
Reach
Peak (cfs)
(cfs)
(cfs)
22
129
353.8
352.9
0.9
16
98
90.0
83.0
7.0
17
24
25.7
0.5
25.2
36
45
308.8
291.0
17.8
25,98,99
34
862.3
710.4
151.9
18
25
119.6
98.7
20.9
18
47
244.6
229.7
14.9
25,98,99
134
849.2
703.9
145.3
8. Discussion of Maintenance Access and easements
a. The sand filters are located such that there are adequate access
ways for maintenance vehicles and machines.
9. Discussion of easements and tracts for drainage purposes, including the
conditions and limitations for use
a. The Filters are located in easements which will allow the
properties that use the filters and the City of Fort Collins
adequate access when maintenance is required. See plat for
more info.
Page 21
C
V. CONCLUSIONS
A. Compliance with Standards
a. Compliance with Fort Collins Stormwater Criteria Manual
i. This stormwater design complies with applicable components of the City of
Fort Collins Stormwater Criteria Manual
b. Compliance with the City's Master Drainage Plan(s)
i. This stormwater design complies with City of Fort Collins Master Drainage
Plan
c. Compliance with the City's floodplain regulations
i. There are no floodplain impacts from this project
d. Compliance with all State and Federal regulations
i. This stormwater design complies with State of Colorado and Federal
requirements.
B. Drainage Concept
a. Effectiveness of drainage design to control damage from storm runoff
i. As detailed in the attached calculations, this site in the proposed condition will
be highly effective at significantly reducing runoff rates currently being seen
downstream.
b. Influence of proposed development on the Master Drainage Plan recommendation(s)
i. It is recommended that the basins modeled for this project be included in the
City's overall basin model.
ii. As the site's use is not significantly changing (commercial use to commercial
use) basin impacts are anticipated to be negligible.
Page 22
I
' VI. REFERENCES
Reference all criteria and technical information used
1. Urban Drainage Storm Water Management Model — UDSWMM — Modified (MODSWMM)
2. AutoCad civil 3d 2012 hydroflow storm sewers (Storm Cad)
3. Hydroflow Hydrographs 2007 for Windows.
Page 23
V11. APPENDICES SUMMARY
A. Culvert Calculations — see app 1
B. Hydrologic Computations - See — app 2
a. Land use assumptions regarding adjacent properties
i. Assumptions used are taken from the City provided SWMM model.
b. Initial and major storm runoff at specific design points
i. Reach 34 was determined by the City to be the critical design point.
c. Historic and fully developed runoff computations at specific design points
i. Provided in the above Calculations
d. Hydrographs at critical design points
i. Flood routing at critical points will be provided once the layout is finalized in
future submittal.
e. Time of concentration and runoff coefficients for each basin
i. N/A for SWMM model
C. Hydraulic Computations — see app 3 — These will be included in the FDP submittal for all
areas.
1. Storm sewer capacity.
a. The capacity calculations are attached.
2. Street flow calculations for the 2-year and 100-year events regarding street encroachment,
theoretical capacity, and allowable gutter flow
a. Positive stormwater routing has been provided and the depths minimized. These
calculations will be submitted once the site layout is finalized.
3. Storm inlet capacity including inlet control rating at connection(s) to storm sewer system
a. Inlet capacity calculations will be provided once the site layout is finalized.
4. Open channel design
a. N/A for this project
5. Check dam and/or channel drop design
a. N/A for this project
6. Detention facility design including area/volume capacity, outlet capacity, soil analysis, and ground
water table elevations
a. N/A for this project
7. Downstream/outfall system capacity to the major drainage way system
a. Connections to the existing storm system are being reused and rates are reduced.
8. Design of erosion protection measures for culverts, and storm sewer outlets.
a. Please see submitted details.
D. Letters of intent to acquire all necessary off -site easements
a. N/A
E. Water quality design calculations - see app 4
a. These Calculations are attached.
F. Printed copies of input and output files for all computer models used in the analysis and design
a. See app 2
G. Digital Copies of the existing and proposed condition SWMM files available by emailing
clif.poynter@rasmithnational.com
Page 24
u
1 APPENDIX 1
1
1
I
Page 25
Culvert capacities
For the No. 2 Ditch - The 100 year flow rate was taken from the City Provided SWMM model at
the downstream end of the culvert and it was determined to be 105.5 cfs. From John Andrews
from Andtek Consulting (review engineer from the Ditch Company) the peak irrigation flow in the
ditch is 155 cfs. So the total required 100 year flow is 255.5 cfs. Below are the calculations:
ie
r :
Ff s. s i sC , t F
s
I
:r
.
A
,
_ i.
i
i
..�
i
i.
i
cw.....
....... ........ -- --'
i
_.._.......... 1
:
--- —.
- -
-- - '—
- -- - -
-
: :
..:........
i
s
i I
Page 26
11
Culvert Calculator Report
D1tch2
Solve For: Headmter Elevation
Culvert Summery
Allowable HW Etevation
Computed Headwater Elevation
Inlet Control HW Elm
Outlet Control HW Elev
7.00 If
5,027.57 a
5,027.22 1t
5,027.57 It
Headwater Depth/ Height
Dlsrherge
Tallwater Elevation
Control Type
0.65
255.00 cis
4.50 it
Outlet Control
Grades
Upstream Invert
Length
5.024.31 fl
786.24 It
Downstream Invert
Constructed Slope
5,023,05 ti
0.000455 ftM
Hydraulic Profile -
Profile
Slope Type
Flow Regime
Velocity Downstream
M2
Mile
Subatifcal
7.43 Wa
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
1.72 It
3.30 it
1.72 R
0.003046 ONt
Section
Section Shape
Section Material
Section Size
Number Sections
Box
Concrete
10 Y 5 R
2
Mannings Coefficient
Span
Rise
0.013
10.00 it
5.00 It
Outlet Control Properties
Outlet Control HW Elew
Ke
5.027.57 it
0.50
Upstream Velocity Head
Entrance Loss
0.33 it
0.17 it
Inlet Control Properties
Inlet Control HW Etev, 5,02722 it
Inlet Type 00 and 16wingwe0 flares
K 0.06100
M 0,75000
C 0.040D0
y 0,W000
Flow Control
Area Fur
HDS 5 Cheri
HDS 5 Stab
Equation Form
Unsulomerged
100.0 ft
a
2
1
Page 27
APPENDIX 2
Page 28
File "As -built 5-25-06-ex cond.in" Existina Condition
2 1 1 2
3 4
WATERSHED 1/0
FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR
EVENT
NELSON FARM POND MODIFICATIONS BY ICON ENGINEERING MARCH 2O04 FILE:ALT2.IN
'
480 0 0 1.0 1 1.0 1
24 5.0
1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46
'
1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75
0.73 0.71 0.69 0.67
1 -2 .016 .25 .10 .30 .51 .50 .0018
70 400 3100 20.0 18..011
'
71 401 6300 47.8 19..012
2 102 4000 29.0 38..010
3 410 1600 14.5 40..013
'
75 413 2584 8.9 40..012
4 152 2500 37.4 17..009
78 104 1710 5.5 53..007
105 7 1500 7.5 40..021
'
5 201 1700 7.8 90..010
6 8 4000 32.1 70..007
7 9 1300 10.0 40..010
8 11 3000 28.3 40..005
10 14 6400 73.8 40..011
11 16 5850 61.8 46..010
12 18 7000 64.9 28..003
'
14 26 1103 3.8 33..013
15 501 2600 12.3 10..040
16 98 1400 11.8 90..010
'
17 24 1050 4.6 80..015
18 25 2000 20.1 80..005
19 272000 16.3 90..008
22 129 3200 26.0 90..009
24 33 3900 40.5 40..010
25 34 6700 87.5 81..015
26 35 3000 35.5 50..010
'
27 36 1100 11.6 50..010
28 37 725 5.0 50..040
29 43 5800 64.5 50..009
30 41 3200 69.1 21..010
'
31 38 5200 56.5 40..010
32 42 1400 26.9 27..008
33 48 365 2.7 90..007
'
34 45 1700 16.5 90..020
35 46 3250 28.9 80..015
36 45 2390 21.5 90..030
37 5070500269.0 72..030
'
38 51 5200 41.7 40..010
39 53 2200 35.9 17..010
40 5513400218.6 45..007
'
Page 29
142 172 4300 44.5 50..010
' 43 172 585 23.5 7..010
44 58 5000 42.3 40..005
144 159 1400 18.7 30..019
45 6211000117.6 60..008
' 46 60 3900 26.6 40..007
47 63 7200 88.0 40..008
48 65 7200 96.5 40..006
' 49 67 5000 42.4 40..010
50 57 2400 19.5 65..022
150 157 2700 20.4 65..008
51 70 7400 68.0 40..007
52 79 2200 14.7 70..005
53 752200 14.7 70..005
54 81 5500 50.9 60..003
55 208 6000 55.2 40..006
56 209 3500 31.7 40..003
57 8513000208.1 40..020
58 600 6000 41.1 90..010
' 581 184 3450 22.4 90..008
582 212 1700 11.5 80..020
583 217 400 2.5 70..020
584 218 2900 19.7 90..015
59 211 1500 20.7 40..006
60 78 1500 24.6 47..005
61 210 1050 12.2 64..009
' 62 77 1800 3.3 99..007
621 306 865 5.9 66..009
622 303 1400 10.5 18..010
623 3132200 3.4 33..010
' 624 213 6200 70.7 43..013
63 193 9964 91.5 40..005
64 361 7200 66.0 40..013
' 650 882100 19.6 40..010
651 251 700 6.6 9..023
65 88 1200 4.0 10..030
66 944900 15.1 12..020
67 8610400 99.2 45..020
68 94 2400 25.2 45..020
69 269 5800 53.5 45..019
' 671 872300 8.3 19..100
681 288 640 6.0 45..015
682 288 500 3.5 45..015
691 95 1700 3.9 31..100
0
0
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800.
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Page 30
C
40.0 1200. .004 10. 10. .035 2.0
0 410
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'
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154 92 0.1 1. .001 0. 0. .013 0.1
0.0
0.0 1.50 1.6 3.70 1.8 6.61 2.1
10.26
2.3 14.40 2.5 17.52 2.6 19.79 2.7
22.91
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0 413
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0.0 1270. .004 50. 50. .016 5.0
'
0 104
150 62 0.1 1000. .025 0. 0. .013 .1
0.0
0.0 0.02 0.4 0.13 0.7 0.34 0.9
0.83
1.2 1.08 12.3
'
0 150
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0 152
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0 201
6 32 0.1 1. .001 .0 .0 0.100 0.10
'
0.0
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0 5
6 05 2.5 500. .003 .0 .0 0.013 2.50
80.0 500. .003 30.0 30.0 0.016 3.00
'
0 6
7 05 2.5 800. .003 .0 .0 0.013 2.50
80.0 800. .003 30.0 30.0 0.016 3.00
-1 273
7 143 1.
0.0
0.0 0.6667 0.0 0.7500 60.3 0.8333 91.8
'
0.9167
61.7 1.0833 47.5 1.3333 35.1 1.5000 27.7
1.7500
18.9 1.9167 15.0 2.0000 12.5 2.0833 8.2
2.2500
0.9 2.3333 0.0
0 7
10 01 4.0 1300. .008 3.0 3.0 0.040 5.00
'
0 8 109 0 1 4.0 700. .007 30.0 30.0 0.016 10.00
0 9
10 92 0.1 1000. .010 .0 .0 0.100 0.10
0
0, 0.06 1.0 0.27 1.5 0.59 1.8
'
0.97
2.1 1.42 2.3 1.75 2.5 2.03 35.4
2.77
218.0
0 109
10 102 0.1 1000. .010 .0 .0 0.100 0.10
.0
0. 0.66 6.0 1.29 12.0 2.29 20.0
2.42
24.0 2.54 36.0 2.64 57.0 2.74 80.0
2.87
120.0 3.01 140.0
0 10
115 0 1 4.0 1200. .008 3.0 3.0 0.040 5.00
'
0 550
15 03
0 11
15 05 1.75 750. .010 0.0 0.0 0.013 1.75
0.0 750. .010 50.0 50.0 0.016 100.00
0 116
12 0 1 9.0 1200. .006 1.0 1.0 0.035 6.0
0 14
115 05 2.5 1200. .007 0.0 0.0 0.013 2.50
0.0 1200. .007 30.0 30.0 0.016 100.00
* REVISED
DETENTION POND 15
'
* ICON CORRECTED
0 115
15 03 1.
0 15
116 82 0.1 1000. .025 .0 .0 0.013 0.1
.0
0. 0.001 2.52 0.160 12.06 1.370 26.50
3.820
34.90 6.660 39.40 9.810 258.50 11.45 423.6
0 16
12 0 1 2.0 800. .004 30.0 30.0 0.016 100.00
Page 31
0 18
501 0 1
2.0 800. .012 30.0 30.0 0.016 100.00
'
0 12
0 501
501 03
29 102
0.1
0.1 1000. .010 .0 .0 0.100 1.50
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0.03 1.16 4.06 4.48 9.47
9.14
11.09
14.64 12.99 21.12 15.24 28.74 17.34
37.18
357.30
45.92 1283.2
'
0 98
129 04
0.0 800. .015 50.0 50.0 0.016 0.40
40.0
800. .015 10.0 10.0 0.035 100.00
0 24
25 01
10.0 700. .0004 2.0 2.0 0.030 6.00
'
0 26
27 05
2.0 750. .005 .0 .0 0.013 2.00
0.0
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0 25
27 01
10.0 900. .0004 2.0 2.0 0.030 6.00
0 27
47 03
0.1
'
0 29
129 05
3.5 800. .005 .0 .0 0.013 3.50
10.0
800. .005 25.0 25.0 0.016 10.00
0 33
133 04
0.0 1300. .010 50.0 0.0 0.016 0.50
'
25.0
1300. .010 10.0 0.0 0.016 100.00
-1 849
133173
1.
0.0
0.0 0.0833
0.0 0.1667 1.2 0.2500 14.2
2.1667
14.2
2.2500 12.6 2.3333 9.1 2.4167 6.8
'
2.5000
5.3
2.5833 4.2 2.7500 2.9 3.0000 1.8
3.2500
1.2
4.0000 0.4 4.5000 0.2 5.0000 0.1
5.5000
0.0
'
0 133
40 05
2.5 700. .015 0.0 0.0 0.013 2.50
0.0
700. .015 50.0 50.0 0.016 100.00
0 129
34 05
4.5 1200. .010 .0 .0 0.013 4.50
5.0
1200. .010 30.0 30.0 0.016 10.00
'
0 34
134 05
4.5 1200. .010 .0 .0 0.013 4.50
5.0
1200. .010 30.0 30.0 0.016 10.00
0 134
35 01
15.0 450. .010 4.0 4.0 0.040 5.00
'
0 35
40 01
15.0 900. .010 4.0 4.0 0.040 5.00
0 36
338 04
0.0 2800. .007 50.0 50.0 0.016 0.50
50.0
2800. .007 10.0 10.0 0.035 100.00
0 37
49 0 1
3.0 400. .013 3.0 3.0 0.040 100.00
'
0 38
39 0 1
2.0 1200. .005 30.0 30.0 0.016 100.00
0 39
142112
.1 1000. .010 .0 .0 0.100 .01
0.00
0.0
0.89 5.0 1.55 10.0 2.29 15.0
2.96
20.0
4.43 25.0 6.72 30.0 12.64 33.4
'
13.28
35.0
13.83 40.0 14.38 50.0
0 40
41 04
10.0 1000. .002 4.0 4.0 0.040 4.00
47.0
1000. .002 100.0 100.0 0.060 10.00
'
* ICON CORRECTED
0 41
42 92
.1 1000. .010 .0 .0 0.100 .01
0.001
0.0
0.016 101.5 0.099 290.8 0.300 298.3
0.871
378.3
1.444 378.3 2.016 458.9 3.968 1213.6
7.135
2731.4
0 42
142 182
.1 150. .010 .0 .0 0.013 .01
0.0
0.0 1.25
10.0 2.88 20.0 4.88 30.0
'
7.11
40.0
9.53 50.0 11.12 60.0 14.53 80.0
19.57
100.0
35.79 150.0 40.55 160.0 43.41 200.0
44.63
250.0
45.46 300.0 46.14 350.0 46.82 400.0
47.40
450.0
48.80 550.0
'
0 43
44 04
0.0 1100. .006 50.0 50.0 0.016 0.50
50.0
1100. .006 10.0 10.0 0.035 100.00
Page 32
0 44
444 112
0.1
1700. .002 .0 .0 0.100 0.10
.0
0.54
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4.0
0.72
1.0 0.15 2.0 0.38 3.0
5.0 1.53 6.0 1.83 6.0
3.81
21.0
4.48
36.0 6.26 141.0
644 444
544 33
1.
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6.0
0.0 141.0 135.0
'
0 544
244 03
1.
0 644
144 03
1.
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49 05
3.0
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'
5.0
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0 46
49 05
1.5
500. .020 .0 .0 0.013 1.50
2.0
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.020 30.0 30.0 0.016 100.00
0 47
46 05
2.0
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2.0
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0 48
47 0 1
1.0
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0 49
50 0 1
10.0
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'
0 50
53 52
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1. .016 .0 .0 1.000 .01
0.0
0.0 150.0
100.0 350. 380.0 600.0 800.0
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338 05
1.0
800. .007 .0 .0 0.011 1.00
'
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0 338
52 72
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1. .001 .0 .0 0.100 0.10
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0.0
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6.4 0.4 6.4 1.5 6.4
2.0
6.4
5.4
61.0 5.7 65.0
0 52
200 05
2.5
1800. .005 .0 .0 0.013 2.50
3.0
1800. .005 4.0 4.0 0.040 100.00
0 200
53 03
0.1
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0 53
54 0 1
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0 54
55 01
3.0
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0 142
55 05
3.5
1400. .007 0.0 0.0 0.013 3.50
10.0
1400.
.007 5.0 5.0 0.040 10.00
'
0 55
56 0 1
10.0
1900. .007 5.0 5.0 0.040 10.00
* REVISED NELSON FARM POND W/ BERM REMOVAL & MODIFIED SPILL WEIR
0 56
57 132
0.1
1.0 .005 .0 .0 0.013 0.10
0.0
0.0 0.01
68.0 0.06 96.0 0.39 124.0
1.72
152.0
4.80
180.0 9.60 210.0 12.40 225.0
16.04
281.0
23.78
436.0 32.54 685.0 41.93 1125.0
52.50
2200.0
'
* POND
57
0 57
157 62
0.1
130. .0059 .0 .0 0.013 0.1
0.0
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76 0.87 220 133 528
'
1.82
562 9.39
1160
* POND
157
* ICON
CORRECTED
0 157
257 62
0.1
157. .0046 .0 .0 0.023 0.1
0.000
0.00
0.001
62.0 0.14 166. 0.93 328.
2.940
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6.610 2356.0
0 244
42 02
2.0
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0 144
58 0 1
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0 58
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0 159
59 62
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1.
0.0
0.0 0.82
5.0 3.60 10.0 4.93 11.2
'
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5.51
35.0
0 59
62 11 2
0.1
1.
Page 33
0.0
0.0
0.79
5.0
1.09
10.0 1.32 15.0
2.05
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3.03
23.9
3.12 45.0 3.22 100.0
'
3.30
.
150.0
3.36
200.0
3.42 250.0
0 60
61 01
5.0
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3.0 3.0 0.040 100.00
0 61
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0 62
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'
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7.88
42.6
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43.6 21.32 44.0
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42.34
48.0
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0 67
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30.0 30.0 0.016 100.00
0 69
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2.5
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0 70
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30.0 30.0 0.016 100.00
'
0 471
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0 71
82 192
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0.0
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1.0
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5.7 0.24 10.1
0.64
10.7
1.80
11.2
2.90
12.3 4.19 13.0
'
4.53
13.5
6.36
13.8
7.13
14.2 7.85 14.4
8.68
14.6
9.28
14.8
9.81
14.9 10.23 15.0
11.67
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15.3 12.35 15.4
0 172
173 62
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10.
1.25
20. 2.34 30.
6.48
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6.71
70.
0 173
56 05
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1500.
.0022
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'
4.0
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4.0 0.040 100.00
0 75
76 82
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.001
1.0 1.0 0.100 .01
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0.5
0.159
1.3 0.393 2.1
'
0.738
3.0
0.971
3.0
1.260 18.4 1.782 74.6
0 79
76 3 2
.1 1000.
.001
0.0 0.0 0.100 0.1
.0
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125.0
0 76
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.003
30.0
30.0 0.016 100.00
0 77
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.002
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0 257
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4.0 4.0 0.036 8.00
0 78
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0 211
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Page 34
* ICON
CORRECTED
0 212
217 72
0.1
1000.
0.100 0.10
0.0
0.0
0.001
1.71
.008 .0 .0
0.04 13.61 0.23 28.28
0.56
37.53
0.87
40.60 1.67 107.
0 217
218 92
0.1
1000.
.010
.0 .0 0.100 0.10
.0
.0 0.02
1.38
0.20
6.01 0.65 8.47
0.98
9.71
1.49
11.09
1.88 12.04 2.07 12.40
2.81
58.1
0 218
288 72
0.1
1000.
.010
.0 .0 0.100 0.I0
.0
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1.17
0.42
22.55 0.72 46.91
1.15
87.94
1.46
102.31
4.94
362.
0 210
78 92
0.1
80. .005
.0 .0 0.013 0.10
0.0
0.0
0.50
6.59
0.62
13.08 0.78 17.30
0.93
20.65
1.11
23.54 1.29 26.11 1.50 28.46
1.71
30.62
0 81
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2.5
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30.0 30.0 0.016 100.00
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0 207
82 22
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20.
0 82
83 05
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.004
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4.0
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30.0
30.0 0.013 100.00
0 208
83 22
0.1
1000.
.010
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20.
0 83
184 05
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1300.
.004
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4.5
1300.
.004
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0 209
184 22
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9.
0 184
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2400.
.0056
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4.5
2400.
.0056
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0 86
916 0 1
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.004
30.0 30.0 0.040 100.00
0 216
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1.0
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10.0
8.09
20.0 14.80 50.00
'
15.14
52.0
20.32
80.0
23.66
100.0 25.16 110.00
26.66
120.0
31.14 150.0
0 916
216 03
0 269
95 92
0.1
1.0 .01
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40.0
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80.0 4.14 120.0
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6.72 240.0 8.00 280.0
10.57
311.6
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0 97
01
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0 85
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0 215
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0 185
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0 251
178 72
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1000.
.010
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0 178
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0 88 288 04
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Page 35
I
0 194
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0 313
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1 .010
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0.00
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1.70 6.90
* ICON
CORRECTED
0 213
90 172
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0.1
.001 .0 .0 0.100 0.10
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9.9
0.2 19.2 0.5 25.2
1.15
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2.1
35.8
3.45 39.0 4.6 41.3
5.45
42.5
6.3
43.3
6.85 43.8 7.25 44.0
7.55
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11.77
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40.0
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0 351
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1.
0 214
91 132
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1. .1000
0. 0. .024 0.1
0.0
0. 1.13
5.63
1.77 8.93 2.62 11.30
3.47
13.25
4.40
14.95
5.33 16.48 6.34 17.88
7.35
19.17
8.44
20.39 9.53 21.53 11.91 23.7
14.63
25.6
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0 193
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1. .010 .0 .0 0.100 0.10
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9.56
25.1
10.95
26.0
11.22 29.4 11.50 35.2
11.77
42.5
12.05
51.3
12.33 61.3 12.61 72.4
12.90
84.7
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13.47 112.3 13.76 127.5
0 96
500 0 1
25.0
100. .0004
3.0 3.0 0.030 100.00
0
0
'
ENDPROGRAM
Page 36
File "2013-10-10-FHM MOD.in" Proposed condition
2 1 1 2
3 4
WATERSHED 1/0
FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR
EVENT
FOOTHILLS MODIFICATIONS BY RA SMITH NATIONAL OCT 2012
480 0 0 1.0 1 1.0 1
24 5.0
1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46
1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75
0.73 0.71 0.69 0.67
1 -2 .016 .25 .10 .30 .51 .50 .0018
70 400 3100 20.0 18..011
71 4016300 47.8 19..012
2 102 4000 29.0 38..010
3 410 1600 14.5 40..013
75 413 2584 8.9 40..012
4 152 2500 37.4 17..009
78 104 1710 5.5 53..007
105 7 1500 7.5 40..021
5 201 1700 7.8 90..010
6 8 4000 32.1 70..007
7 91300 10.0 40..010
8 113000 28.3 40..005
10 14 6400 73.8 40..011
11 16 5850 61.8 46..010
12 18 7000 64.9 28..003
14 261103 3.8 33..013
15 5012600 12.3 10..040
16 98 1400 10.8 90..010
17 241050 0.2 80..015
18 252000 19.8 80..005
19 272000 16.3 90..008
22 129 3200 25.9 90..009
24 33 3900 40.5 40..010
25 34 6700 60.8 77..015
26 35 3000 35.5 50..010
27 361100 11.6 50..010
28 37 725 5.0 50..040
29 43 5800 64.5 50..009
30 413200 69.1 21..010
31 38 5200 56.5 40..010
32 42 1400 26.9 27..008
33 48 365 2.7 90..007
34 45 1700 16.5 90..020
35 46 3250 28.9 80..015
36 45 2390 19.3 90..030
37 5070500269.0 72..030
38 515200 41.7 40..010
39 53 2200 35.9 17..010
40 5513400218.6 45..007
142 172 4300 44.5 50..010
Page 37
43 172 585 23.5 7..010
44 58 5000 42.3 40..005
144 159 1400 18.7 30..019
45 6211000117.6 60..008
46 60 3900 26.6 40..007
47 63 7200 88.0 40..008
48 65 7200 96.5 40..006
49 67 5000 42.4 40..010
50 57 2400 19.5 65..022
150 157 2700 20.4 65..008
51 70 7400 68.0 40..007
52 79 2200 14.7 70..005
53 75 2200 14.7 70..005
54 81 5500 50.9 60..003
55 208 6000 55.2 40..006
56 209 3500 31.7 40..003
57 8513000208.1 40..020
58 600 6000 41.1 90..010
581 184 3450 22.4 90..008
582 212 1700 11.5 80..020
583 217 400 2.5 70..020
584 218 2900 19.7 90..015
59 211 1500 20.7 40..006
60 78 1500 24.6 47..005
61 210 1050 12.2 64..009
62 77 1800 3.3 99..007
621 306 865 5.9 66..009
622 303 1400 10.5 18..010
623 3132200 3.4 33..010
624 213 6200 70.7 43..013
63 193 9964 91.5 40..005
64 361 7200 66.0 40..013
650 882100 19.6 40..010
651 251 700 6.6 9..023
65 88 1200 4.0 10..030
66 94 4900 15.1 12..020
67 8610400 99.2 45..020
68 94 2400 25.2 45..020
69 269 5800 53.5 45..019
671 872300 8.3 19..100
681 288 640 6.0 45..015
682 288 500 3.5 45..015
691 95 1700 3.9 31..100
98 224 1800 23.3 77..015
99 225 1200 11.1 77..015
0
0
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10.
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Page 38
0 401
163 04 0.0 1200. .004 50. 50. .016 0.4
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10.26
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0 154
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0 150
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0 201
6 32 0.1 1. .001 .0 .0 0.100 0.10
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0 5
6 05 2.5 500. .003 .0 .0 0.013 2.50
'
80.0 500. .003 30.0 30.0 0.016 3.00
0 6
7 05 2.5 800. .003 .0 .0 0.013 2.50
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-1 273
7 143 1.
0.0
0.0 0.6667 0.0 0.7500 60.3 0.8333 91.8
0.9167
61.7 1.0833 47.5 1.3333 35.1 1.5000 27.7
1.7500
18.9 1.9167 15.0 2.0000 12.5 2.0833 8.2
'
2.2500
0.9 2.3333 0.0
0 7
10 0 1 4.0 1300. .008 3.0 3.0 0.040 5.00
0 8 109 0 1 4.0 700. .007 30.0 30.0 0.016 10.00
0 9
10 92 0.1 1000, .010 .0 .0 0.100 0.10
.0
0. 0.06 1.0 0.27 1.5 0.59 1.8
0.97
2.1 1.42 2.3 1.75 2.5 2.03 35.4
2.77
218.0
0 109
10 10 2 0.1 1000. .010 .0 .0 0.100 0.10
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0. 0.66 6.0 1.29 12.0 2.29 20.0
2.42
24.0 2.54 36.0 2.64 57.0 2.74 80.0
2.87
120.0 3.01 140.0
0 10
115 0 1 4.0 1200. .008 3.0 3.0 0.040 5.00
0 550
15 03
0 11
15 05 1.75 750. .010 0.0 0.0 0.013 1.75
'
0.0 750. .010 50.0 50.0 0.016 100.00
0 116
12 01 9.0 1200. .006 1.0 1.0 0.035 6.0
0 14
115 05 2.5 1200. .007 0.0 0.0 0.013 2.50
'
0.0 1200. .007 30.0 30.0 0.016 100.00
* REVISED DETENTION POND 15
* ICON CORRECTED
0 115
15 03 1.
0 15
116 82 0.1 1000. .025 .0 .0 0.013 0.1
.0
0. 0.001 2.52 0.160 12.06 1.370 26.50
3.820
34.90 6.660 39.40 9.810 258.50 11.45 423.6
Page 39
0 16
12 0 1
2.0 800. .004 30.0 30.0 0.016 100.00
0 18
501 0 1
2.0 800. .012 30.0 30.0 0.016 100.00
0 12
501 03
0.1
0 501
29 102
0.1 1000. .010 .0 .0 0.100 1.50
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0.03 1.16 4.06 4.48 9.47
9.14
11.09
14.64 12.99 21.12 15.24 28.74 17.34
37.18
357.30
45.92 1283.2
0 98
129 04
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0 24
25 01
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0 26
27 05
2.0 750. .005 .0 .0 0.013 2.00
0.0
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0 25
27 01
10.0 900. .0004 2.0 2.0 0.030 6.00
0 27
47 03
0.1
0 29
129 05
3.5 800. .005 .0 .0 0.013 3.50
10.0
800. .005 25.0 25.0 0.016 10.00
0 33
133 04
0.0 1300. .010 50.0 0.0 0.016 0.50
25.0
1300. .010 10.0 0.0 0.016 100.00
-1 849
133 173
1.
0.0
0.0 0.0833
0.0 0.1667 1.2 0.2500 14.2
2.1667
14.2
2.2500 12.6 2.3333 9.1 2.4167 6.8
2.5000
5.3
2.5833 4.2 2.7500 2.9 3.0000 1.8
3.2500
1.2
4.0000 0.4 4.5000 0.2 5.0000 0.1
5.5000
0.0
0 133
40 05
2.5 700. .015 0.0 0.0 0.013 2.50
0.0
700. .015 50.0 50.0 0.016 100.00
0 129
34 05
4.5 1200. .010 .0 .0 0.013 4.50
5.0
1200. .010 30.0 30.0 0.016 10.00
0 34
134 05
4.5 1200. .010 .0 .0 0.013 4.50
5.0
1200. .010 30.0 30.0 0.016 10.00
0 134
35 0 1
15.0 450. .010 4.0 4.0 0.040 5.00
* RASN
MODIFICATIONS FOR FHM
0 222
34 05
2.5 1050. .010 .0 .0 0.013 2.50
3.0
1050. .010 50.0 3.0 0.016 10.00
0 225
222 42
0.1 1000. .010 .0 .0 0.100 0.10
0.0
0.0 0.60 0.01 0.83 13.27 1.10 80.00
0 221
222 05
2.5 760. .010 .0 .0 0.013 2.50
3.0
760. .010 50.0 3.0 0.016 10.00
0 224
221 42
0.1 1000. .010 .0 .0 0.100 0.10
0.0
0.0 0.91 0.02 1.26 13.27 1.63 80.00
* RASN
END MODIFICATIONS FOR FHM
0 35
40 0 1
15.0 900. .010 4.0 4.0 0.040 5.00
0 36
338 04
0.0 2800. .007 50.0 50.0 0.016 0.50
50.0
2800. .007 10.0 10.0 0.035 100.00
0 37
49 0 1
3.0 400. .013 3.0 3.0 0.040 100.00
0 38
39 0 l
2.0 1200. .005 30.0 30.0 0.016 100.00
0 39
142112
.1 1000. .010 .0 .0 0.100 .01
0.00
0.0
0.89 5.0 1.55 10.0 2.29 15.0
2.96
20.0
4.43 25.0 6.72 30.0 12.64 33.4
13.28
35.0
13.83 40.0 14.38 50.0
0 40
41 04
10.0 1000. .002 4.0 4.0 0.040 4.00
47.0
1000. .002 100.0 100.0 0.060 10.00
* ICON CORRECTED
0 41
42 92
.1 1000. .010 .0 .0 0.100 .01
Page 40
I
0.001
0.0
0.016 101.5 0.099 290.8 0.300 298.3
0.871
378.3
1.444 378.3 2.016 458.9 3.968 1213.6
7.135
2731.4
0 42
142 182
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0.0
0.0
1.25 10.0 2.88 20.0 4.88 30.0
7.11
40.0
9.53 50.0 11.12 60.0 14.53 80.0
19.57
100.0
35.79 150.0 40.55 160.0 43.41 200.0
44.63
250.0
45.46 300.0 46.14 350.0 46.82 400.0
47.40
450.0
48.80 550.0
0 43
44 04
0.0 1100. .006 50.0 50.0 0.016 0.50
50.0 1100. .006 10.0 10.0 0.035 100.00
0 44
444 11 2
0.1 1700. .002 .0 .0 0.100 0.10
.0
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1.0 0.15 2.0 0.38 3.0
'
0.54
4.0
0.72 5.0 1.53 6.0 1.83 6.0
3.81
21.0
4.48 36.0 6.26 141.0
644 444 544 33 1.
0.0
0.0
6.0 0.0 141.0 135.0
0 544
244 03
1.
0 644
144 03
1.
45
49 05
3.0 900. .015 .0 .0 0.013 3.00
I0
5.0
900. .015 100.0 100.0 0.016 100.00
0 46
49 05
1.5 500. .020 .0 .0 0.013 1.50
2.0
500. .020 30.0 30.0 0.016 100.00
'
0 47
46 05
2.0 1300. .017 .0 .0 0.013 2.00
2.0
1300. .017 30.0 30.0 0.016 100.00
0 48
47 01
1.0 500. .002 30.0 1.0 0.016 100.00
'
0 49
0 50
50 0 1
53 52
10.0 500. .016 5.0 5.0 0.040 100.00
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0.0
0.0 150.0
100.0 350. 380.0 600.0 800.0
700.0
980.0
0 51
338 05
1.0 800. .007 .0 .0 0.011 1.00
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0.0
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0 338
52 72
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0.0
0.0
0.1 6.4 0.4 6.4 1.5 6.4
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2.0
6.4
5.4 61.0 5.7 65.0
0 52
200 05
2.5 1800. .005 .0 .0 0.013 2.50
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0 200
53 03
0.1
0 53
54 0 1
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0 54
55 0 1
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0 142
55 05
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10.0
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Page 41
* ICON
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Page 42
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Page 43
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ENDPROGRAM
Page 44
APPENDIX 3
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FOOTHILLS REDEVELOPMENT
LOCATED IN THE SOUTHWEST QUARTER OF SECTION 25,
TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN,
CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO
I
GRAPHIC SCALE
50 0 25 50 100 200
( IN FEET )
1 inch = 100 ft.
.A.SMITH NATIONAL, INC. ASSUMES NO
ESPONSIBILITY FOR DAMAGES, LIABILITY OR COSTS
RESUL77NG FROM CHANGES OR AL7ERA770NS MADE
TO THIS PLAN WITHOUT THE EXPRESSED WRITTEN
CONSENT OF R.A.SMITH NATIONAL.
LD�.no,Ncale prints. Usefigured dimensions.
010JPRA Architects
issued for:
PLANNING AREA 2
PDP MAJOR AMENDMENT
NOVEMBER 22, 2013
SEM
Subject:
STORM SEWER
TRIBUTARY
AREAS EXHIBIT
R.A. Smith National
NEWARVAr
Beyond Surveying
and Engineering
16745 W. Bluemomd Road, Brookfield, WI530055938
262-781-1000 Fax 262-781-8466,w .rasmlthnational,com
Appleton, WI Orange County, CA Pittsburgh, PA
Project:
FOOTHILLS
REDEVELOPMENT
FORT COLLINS, CO
Job No.
3120115
Sheet No.
LTON ST
C A P I T A L
�__...
P
W
3
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41112013
1730
1 OF 1
F
APPENDIX 4
1
1
1
Page 46
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer: Paul Mcllheran
Company: R.A. Smith National
Date: November 8, 2013
Project: Foothills Redevelopment
Location: raingarden 14
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, la
I„ =
90.0
%
(100%if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = IJ700)
i =
0.900
Of Water Quality Capture Volume (WQCV) for a 12-lour Drain Time
WOCV =
0.32
watershed inches
(WQCV= 0.8' (0.91" iS - 1.19 - ? a 0.78' if
D) Contributing Watershed Area (including rain garden area)
Area =
133,000
sq 11
E) Water Quality Capture Volume (WQCV) Design Volume
Vwor-V =
3,560
cu it
Vol = (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
it, -
in
Average Runotl Producing Storm
G) For Watersheds Outside of the Denver Region,
Vwwv OTHER =
cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
VwOcv USER -
cu it
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dw=V =
10
in
B) Rain Garden Side Slopes (Z. 4 min., horiz. dist per unit vertical)
Z =
4.00
It / ft
(Use "0" it ran garden has vertical walls)
C) Mimimum Flat Surface Area
AMA„ =
2373
sq It
D) Actual Flat Surface Area
Aa,,na,a =
5526
sq If
E) Area at Design Depth (Top Surface Area)
AT, -
6200
sq It
F) Ran Garden Total Volume
VT-
4,886
cu 8
(Vr- ((ATw + AK) / 2) ' Depth)
Choose One
3. Growing Media
® 18" Rain Garden Growing Media
Q Other(Fxplaln):
4. Underdran System
Choose One
I@) YES
A) Are underdrare provided?
Q NO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
y =
3.1
ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
Vol,, =
3,560
cu It
iii) Orifice Diameter, 3/8" Minimum
Do =
1.26
in
' RG 14.xis, RG 11 8,2013. 4,08 PM
Design Procedure Form: Rain Garden (RG)
---
Sheet 2 of 2
Designer: Paul Mcllheran
Company: R.A. Smith National
Date: November 8, 2013
Project: Foothills Redevelopment
Location: raingarden 14
Choose One
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
0 YES
A) Is an impermeable liner provided due to proximity
O NO
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH COOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
Choose One
6. Inlet / Outlet Control
Sheet Flow- No Energy Dissipation Required
A) Inlet Control
Concentrated Flow- Energy Dissipation Provided
ro
7. Vegetation
O Seed (wan for Irequent weed control)
QQ Plantings
Q Sand Grown or Other High Infiltration Sod
Choose One
8. Irrigation
Q YES
A) Will the rain garden be irrigated?
Q NO
Notes:
RG 14.xis, RG 11/8/2013. 4:08 Plot '
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer: Paul Mellheran
Company: R.A. Smith National
Date: October 3, 2013
Project: Foothills Redevelopment
Location: raingarden 27
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
I„ -
90.0
%
(100% if a8 paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i . 1.1100)
-
0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV -
0.32
watershed inches
(WQCV= 0.8' (0.91- i - 1.19 - it+ 0.78' i)
D) Contributing Watershed Area (including rain garden area)
Area -
42,000
sq R
E) Water Quality Capture Volume (WQCV) Design Volume
Vwxv =
1,124
cu it
Vol = (WOCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
do =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
V WOCV ODIER -
cu It
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocv useR =
cu It
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwocv =
8
in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)
Z =
4.00
ft / ft
(Use "0" it rain garden has vertical wads)
C) Mimimum Flat Surface Area
AM,,. -
749
sq ft
D) Actual Flat Surface Area
A&I_, , -
1400
sq If
E) Area at Design Depth (Top Surface Area)
A,R, =
2700
sq ft
F) Rain Garden Total Volume
VT=
1.367
cu h
(VT- ((AT. + A,ft.0 / 2)' Depth)
Choose One
3. Growing Media
r
0 18" Rain
1
Garden Growing Media
Q Other(Eglain):
4. Urderdrain System
Choose One
@) YES
A) Are undardrain s provided?
Q NO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
y -
2.8
It
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
Vol,, -
1.124
cu ft
iii) Orifice Diameter, 3/8" Minimum
Do-
0.72
in
RG 27.x1s, RG 10/312013, 1:44 PM
Design Procedure Form: Rain Garden(RG)
Sheet 2 of 2
Designer: Paul Mcllheran
Company: R.A. Smith National
Date: October 3, 2013
Project: Foothills Redevelopment
Location: raingarden 27
Choose One
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
Q YES
A) Is an impermeable liner provided due to proximity
Q NO
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH COOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
Choose One
6. Inlet / Outlet Control
Q Sheet Flow- No Energy Dissipation Required
A) Inlet Control
10 Concentrated Flow- Energy Dissipation Provided
7_ Vegetation
Q Seed (Plan for frequent weed control)
QQ Plantings
Q Sand Grown or Other High Infiltration Sad
Choose One
8. Irrigation
Q YES
A) Will the rain garden be irrigated?
Q NO
Notes:
FIG 27.xls, RG 10/3/2013, 1:44 PM '
IEDesign Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer: Paul Mcllheran
Company: R.A. Smith National
Date: October 2, 2013
Project: Foothills Redevelopment
Location: raingarden 28
1. Basin Storage Volume
A) EBecime Imperviousness of Tributary Area, la
la =
90.0
%
(100% it all paved and rooted areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = 1,J100)
0.900
C) Water Quality Capture Volume (WOCV) for a 12-hour Drain Time
WOCV =
0.32
watershed inches
(WQCV= 0.8 - (0.91" in- 1.19' i2+ 0.78' i)
D) Contributing Watershed Area (including rain garden area)
Area =
47,000
sq It
E) Water Quality Capture Volume (WQCV) Design Volume
VwocV =
1,258
cu it
Vol . (WOCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
d� =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Regan,
VwocvoTHER =
cu it
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
VWQCV USER =
CU it
(Only if a different WOCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
DWOCV =
8
in
B) Rain Garden Side Slopes (Z - 4 min., horiz. dist per unit vertical)
Z =
4.00
it / it
(Use "0" it rain garden has vertical walls)
C) Mimimum Flat Surface Area
A,,,;, =
839
sq it
D) Actual Flat Surface Area
Ate„ a, =
2096
sq it
E) Area at Design Depth (Top Surface Area)
ATw =
2600
sq ft
F Rain Garden Total Volume
VT-
1,565
cu it
(Vr- ((ATm. A„.,,,,) 12) " Depth)
Choose One
3. Growing Media
Q 18" Rain
Garden Growing Media
Q Other (Explain):
4. Underdrain System
Choose One
@) YES
A) Are underdrams provided?
Q NO
B) Underdrain system orifice diameter for 12 hour drain time
I) Distance From Lowest Elevation of the Storage
y =
2.8
it
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
Vol,, =
1,258
cu it
iii) Orifice Diameter, 3/8" Minimum
Do =
0.77
in
I' RG 28.xls, RG 10/212013, 4:16 PM
I
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: Paul Mcllheran
Company: R.A. Smith National
Date: October 2, 2013
Project: Foothills Redevelopment
Location: raingarden 28
Chi One
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
IN Vg
A) Is an impermeable liner provided due to proximity
0 NO
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTE%TILE ABOVE IT. USE THE SAME GEOTE%TILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
Choose One
6. Inlet / Outlet Control
Sheet Flow- No Energy Dissipation Required
A) Inlet Control
Concentrated Flow- Energy Dissipation Provided
ro
7. Vegetation
Q Seed (Plan for frequent weed control)
Q Plantings
Q Sand Grown or Other High Infiltration Sod
Choose One
B. Irrigation
Q YES
A) Will the rain garden be irrigated?
Q NO
Notes:
1 I
FRG 28.x1s, RG 10/2J2013, 4:16 PM
Design Procedure Form: Rain Garden (FIG)
Sheet 1 of 2
Designer: Paul Mcllheran
Company: R.A. Smith National
Date: October 1, 2013
Project: Foothills Redevelopment
Location: raingarden 29
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area. I,
I, =
90.0 %
(100% it all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Idl00)
i =
0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
0.32 watershed inches
(WQCV= 0.8 - (0.91' I'- 1.19' i2 a 0.78' i)
D) Contributing Watershed Area (including rain garden area)
Area =
271,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume
VwocV =
7,254 cu ft
Vol = (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
ds =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
VWWV OTHER =
cu it
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
VWWV USER =
CU it
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwocv =
8 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)
Z =
4.00 ft / ft
(Use "0" it rain garden has vertical walls)
C) Mimimum Flat Surface Area
A,m -
4836 sq ft
D) Actual Flat Surface Area
Arm,,,, =
10300 sq ft
E) Area at Design Depth (Top Surface Area)
AT, =
12300 sq ft
R Rain Garden Total Volume
Vr-
7,533 cu it
(Vr- ((Arro + Ar r ) / 2) • Depth)
Choose One
3. Growing Media
18" Rain Garden Growing Media
Q Other (Explain):
4. Underdrain System
Choose One
A) Are underdrains provided?
(@ YES
Q NO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
Y -
3.5 It
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
VOhz =
7.254 cu ft
iii) Orifice Diameter, 3/8" Minimum
Dn -
1,76 in
RG 29.xis, RG 10/1/2013, 10:36 AM
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: Paul Mcliheran
Company: R.A. Smith National
Date: October 1, 2013
Project: Foothills Redevelopment
Location: raingarden 29
Choose One
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
YES
A) Is an impermeable liner provided due to proximity
Q NO
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTE)MLE ABOVE IT. USE THE SAME GEOTE%TILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
Choose One
6. Inlet / Outlet Control
Q Sheet Flow- No Energy Dissipation Required
A) Inlet Control
* Concentrated Flow- Energy Dissipation Provided
7. Vegetation
Q Seed (Plan for frequent weed control)
Plantings
Q Sand Grown or Other High InflItration Sod
Choose One
8. Irrigation
Q YES
A) Will the rain garden be inigated?
Q NO
Notes:
RG 29.xis, RG 10/1/2013, 10:36 AM '
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer: Paul Mcllheran
Company: R.A. Smith National
Date: March 21, 2013
Project: Foothills Redevelopment
Location: raingarden 31
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area. I,
la -
90.0
(100 % 1 all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = I./100)
i =
0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WOCV =
0.32
watershed inches
(WQCV= 0.8- (0.91' i3- 1.19 -?+0.78' i)
D) Contributing Watershed Area (including rain garden area)
Area =
59.400
sq it
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv =
1,590
Cu it
Vol = (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
da =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region.
Vwocv OTHER =
cu It
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocv USER =
cu It
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwacv =
12
in
B) Rain Garden Side Slopes (Z = 4 min., hor¢. dirt per unit vertical)
Z =
4.00
fl / It
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area
Aar„ =
1060
sq if
D) Actual Flat Surface Area
AK,,,,, -
1150
sq It
E) Area at Design Depth (Top Surface Area)
ATw =
2200
sq it
F) Rain Garden Total Volume
VT-
1AM
cu it
(VT= ((AT, + AA. i) / 2) ' Depth)
Choose One
3. Growing Media
@) 18" Rain Garden Growing Media
I(D
Other (Explain):
4. Underdrain System
Choose One
0 YE5
A) Are underdrains provided?
Q NO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
Y =
2.8
It
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
Vol,, =
1,590
cu It
iii) Orifice Diameter, 3/8' Minimum
Do =
0.86
in
' RG 31.xls, RG 3/21/2013, 5:35 PM
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: Paul Mcllheran
Company: R.A. Smith National
Date: March 21, 2013
Project: Foothills Redevelopment
Location: raingerden 31
Choose One
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
O YES
A) Is an impermeable liner provided due to proximity
Q NO
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTExTILE ABOVE IT, USE THE SAME GEOTE%TILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
Goose One
6. Inlet / Outlet Control
Q Sheet Flow- No Energy Dissipatbn Required
A) Inlet Control
Q Concentrated Flow- Energy Dissipation Provided
Ghosse gas
7. Vegetation
Q Seed (Plan for frequent weed control)
SO Plantings
Q Sand Grown or Other High Infiltration Sod
Goose One
8. Irrigation
Q YES
A) Will the rain garden be irrigated?
Q NO
Notes:
RG 31.xis, RG 3/2112013. 5:35 PM ,
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer: Paul Mcllheran
Company: R.A. Smith National
Date: March 21, 2013
Project: Foothills Redevelopment
Location: raingarden 33
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, le
I, =
90.0
%
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = ld100)
i =
0.900
C) Water Quality Capture Volume (WQCV) for a 12-four Drain Time
WOCV =
0.32
watershed inches
(WQCV=0.8'(0.91-P 1.19-ix+0.78-i)
D) Contributing Watershed Area (including rain garden area)
Area =
77.000
sq 1l
E) Water Quality Capture Volume (WQCV) Design Volume
Vwow =
2,061
cu It
Vol = (WOCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
d, =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
VWOLV OTHER -
cu It
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocv USER =
cu It
(Only it a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwocv =
10
in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dirt per unit vertical)
Z =
4.00
it / it
(Use "0' N rain garden has vertical walls)
C) Mimimum Rat Surface Area
A,„ =
1374
sq it
D) Actual Flat Surface Area
AAn.a =
1800
sq It
E) Area at Design Depth (Top Surface Area)
Ar, =
4000
sq It
F) Rain Garden Total Volume
VT=
2,417
cu It
(Vr ((AT.+Ax )/2)'Depth)
Goose One
3- Growing Media
r
I 0 18" Rain GardenGmwlrp Media
Q Other(Explain):
4. Undderdrain System
Goose One
Q YES
A) Are underdrains provided?
Q NO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
Y =
3.8
It
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
Vol,, =
2,061
cu It
sit) Orifice Diameter, 3/8" Minimum
Do -
0.92
in
I, RG 33.x1s, RG 3/21/2013, 5:39 PM
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: Paul Mcllheran
Company: R.A. Smith National
Date: March 21, 2013
Project: Foothills Redevelopment
Location: raingarden 33
Choose One
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
YES
A) Is an impermeable liner provided due to proximity
O NO
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
Choose One
6. Inlet / Outlet Control
ShFlow- No Energy Dissipation Required
A) Inlet Control
Concentrated Flow- Energy Dissipation Provided
ro�
7. Vegetation
Seed (Plan for frequent weed control)
�Q ) Plantings
O Sand Grown or Other High Infiltration Sod
Choose One
B. Irrigation
_
Q Tl3
A) Will fhe rain garden be irrigated?
O NO
Notes:
RG 33.xls, RG 3/21/2013, 5:39 PM
Design Procedure Form: Sand Filter (SF)
Sheet 1 of 2
Designer: Paul Mcllheran
Company: R.A.Smith National
Date: October 1, 2013
Project: Foothills Redevelopment
Location: sand filter 1 (south)
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area. I,
I, =
90.0
(100q if all paved and rooted areas upstream of sand filter)
B) Tributary Area's Imperviousness Ratio (i - 1,/100)
1 =
0.900
C) Water Quality Capture Volume (WQCV) Based on 24-hour Drain Time
WQCV =
0.36
watershed inches
WQCV= 0.9' (0.91' i3- 1.19' i2.0.78' i)
D) Contributing Watershed Area (including sand filter area)
Area =
990,000
sq 1t
E) Water Quality Capture Volume (WQCV) Design Volume
Vwoev, =
29,811
cu It
Vwocv - WQCV / 12' Area
F) For Watersheds Outside of the Deriver Region, Depth of
ds =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region.
Vwocv Or R -
cu It
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
VWWv USER =
cu It
(Only it a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth
Dwecv =
3.0
it
B) Sand Filter Side Slopes (Horizontal distance per unit vertical,
Z =
4.00
ft / 0
4:1 or flatter preferred). Use "0" it sand filter has vertical walls.
C) Minimum Filter Area (Flat Surface Area)
AM,,, =
6625
sq It
D) Actual Fitter Area
A� =
10360
sq It
E) Volume Provided
V, = ®cu If
3. Filter Material
0 18" CDOT Class C Fitter Material
0 Other (Explain):
4. Underdram System
Choose One
A) Are uMerdrains provided?
O NO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
y- 3.5 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
V0112 = 29,811 cu It
iii) Orifice Diameter, 3/8" Minimum
Do - 3.55 in
design calls - sand filter 1 (south).xls, SF 1011/2013, 10:28 AM
Design Procedure Form: Sand Filter (SF)
Sheet 2 of 2
Designer: Paul Mcllheren
Company: R.A.Smith National
Date: October 1, 2013
Project: Foothills Redevelopment
Location: sand filter 1 (south)
Choose One
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
QQ
YES Q NO
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC GEOMEMBRANE PER TABLE SF-4 WITH
SEPARATOR FABRIC (PER TABLE SF-3) ABOVE IT. PROVIDE SEPARATOR
FABRIC BELOW THE GEOMEMBRANE AS WELL IF SUBGRADE IS
ANGULAR OR COULD OTHERWISE PUNCTURE THE GEOMEMBRANE.
6-7. Inlet / Outlet Works
armortec to be used at outlet[ of inlet pipe
A) Describe the type of energy dissipation at inlet points and means of
standpipe is provided to drain excess flows
conveying (loves in excess of the WOCV through the outlet
Notes:
I
L
17,
I
design catcs - sand filter 1 (south).x[s. SF 10/1/2013, 10:28 AM '
Design Procedure Form: Sand Filter (SF)
ShaM 1 of 2
Designer: Paul Mcllheran
Company:
R.A-Smith National
Date:
October 1, 2013
Project:
Foothills Redevelopment
Location:
sand filter 2 (center)
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area. I,
I, = 90.0
i
(100 o if all paved and roofed areas upstream of sand fitter)
8) Tributary Area's Imperviousness Ratio (i = 1./100)
i = 0.900
C) Water Quality Capture Volume (WQCV) Based on 24-Four Drain Time
WQCV = 0.36
watershed inches
WQCV- 0.9-(0.91-i3-1.19-e♦0.78-i)
D) Contributing Watershed Area (including sand fAter area)
Area - 500,000
sq it
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv = 16,066
cu 1l
Vw=- WQCV / 12' Area
F) For Watersheds Outside of the Denver Region, Depth of
d6 -
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
Vwocv OwEn -
cu It
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwncv usse -
cu It
(Only if a different WOCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth
Dwocv= 3.0
It
B) Sand Filler Side Slopes (Horizontal distance per unit vertical,
Z = 4,00
ft / it
4:1 or flatter preferred). Use "0" if sand filter has vertical walls.
C) Mimimum Filter Area (Flat Surface Area)
Aum = 3346
sq It
D) Actual Filter Area
A� - 7600
sq It
E) Volume Provided
V, =-cu 8
3. Filter Material
® 18" CDOT IOess C Fflta Material
O Otter (Boaln):
4. Underdrain System
Choose one
@) YES
A) Are underdrains provided?
Q NO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
Y. 3.2
It
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
Vol,. - 15.056
cu It
iii) Orifice Diameter, 3/8" Minimum
Do = -. 2.tf3..
- in
design talcs sand filter 2.xls, SF 10/112013, 10:30 AM
Design Procedure Form: Sand Filter (SF)
Sheet 2 of 2
Designer: Paul Mcllheran
Company: R.A.Smith National
Date: October 1, 2013
Project: Foothills Redevelopment
Location: sand filter 2 (center)
Chonse One
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
Q YES O NO
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC GEOMEMBRANE PER TABLE SF-C WITH
SEPARATOR FABRIC (PER TABLE SF-3) ABOVE IT. PROVIDE SEPARATOR
FABRIC BELOW THE GEOMEMBRANE AS WELL IF SUBGRADE IS
ANGULAR OR COULD OTHERWISE PUNCTURE THE GEOMEMBRANE.
6-7. Inlet / Outlet Works
armortec to be used at outfall of inlet pipe
standpipe is provided to drain excess flows
A) Describe the type of energy dissipation at inlet points and means of
conveying Bows in excess of the WOCV through the outlet
Notes:
design calcs sand filter 2.x1s, SF 10/112013, 10:30 AM '
Design Procedure Form: Sand Filter (SF)
Sheet 1 of 2
Designer: Paul Mcllheran
Company: R.A. Smith National
Date: March 22, 2013
Project: Foothills Redevelopment
Location: sand filter 4 (north)
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
I;, =
90.0
(100 % if all paved and roofed areas upstream of sand filter)
B) Tributary Area's Imperviousness Ratio (i - 1,1100)
i =
0.900
C) Water Quality Capture Volume (WQCV) Based on 24-hour Drain Time
WQCV =
0.36 watershed mcne!,
WQCV= 0.9 " (0.91' is- 1.19' i°+ 0.78' it
D) Contributing Watershed Area (including sand filter area)
Area =
191.000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume
VWQGv =
5.751 cu ft
Vwocv = WOCV / 12 " Area
F) For Watersheds Outside of the Denver Region, Depth of
de =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Regan,
Vwar.V OTHER =
cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocv usee =
cu R
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WOCV Depth
Dwmv =
1.6 it
B) Sand Filter Side Slopes (Horizontal distance per unit vertical,
Z =
4.00 ft / it
4:1 or flatter preferred). Use "0" it sand filter has vertical walls.
C) Mimimum Filter Area (Flat Surface Area)
Aw„ -
1278 sq it
D) Actual Filler Area
A, -
3700 sq it
E) Volume Provided
Vr --cu it
3. Filter Material
® 18"
C00T Class C Fitter Material
Q CdLw (F),paln):
4. Undendrain System
Choose One
A) Are underdrains provided?
@) YES
Q NO
B) Underdrain system orifice diameter for 12 hour drain time
----
i) Distance From Lowest Elevation of the Storage
y =
3.0 it
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
Vol,z=
5,751 cu it
iii) Orifice Diameter, 3/9" Minimum
Do =
1.61 in
L.
design calcs - sand filter 4 NORTH.xis, SF 3/22/2013, 2:21 PM
Design Procedure Form: Sand Filter (SF)
Sheet 2 of 2
Designer: Paul Mcllheran
Company: R.A. Smith National
Date: March 22, 2013
Project: Foothills Redevelopment
Location: sand filter 4 (north)
Choose One
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
Q YES Q NO
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC GEOMEMBRANE PER TABLE SF4 WITH
SEPARATOR FABRIC (PER TABLE SF-3) ABOVE IT. PROVIDE SEPARATOR
FABRIC BELOW THE GEOMEMBRANE AS WELL IF SUBGRADE IS
ANGULAR OR COULD OTHERWISE PUNCTURE THE GEOMEMBRANE.
6-7. Intel / Outlet Works
armortec to be used at outlall of inlet pipe
standpipe is provided to drain excess flows
A) Describe the type of energy dissipation at inlet points and means of
conveying flows in excess of the WQCV through the outlet
Notes
design caics - sand filter 4 NORTH.xIs, SF 3/2212013, 221 PM '
Des ,Prooeidure'Form SendITOW(GIF)
Sh*W 1 of 2
Designer: Paul Mcllheran
Company: R.A.Smith National
I
Date: November 8, 2013
Project: Foothills Redevelopment
Location: sand filter 5 (mv)
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
la = 90.0
(100 % if all paved and roofed areas upstream of sand filter)
B) Tributary Area's Imperviousness Ratio (i = If100)
C) Water Quality Capture Volume (WQCV) Based on 24-hour Drain Time
WQCV =--JILS&--.. watershed inches
WQCV= 0.9 - (0.91- is- 1.19' i'+ 0.78' i)
D) Contributing Watershed Area (including sand filter area)
Area = 560,D00 sq If
E) Water Quality Capture Volume (WOCV) Design Volume
Vwocv = t filomix cu ft
Vwcov = WQCV / 12' Area
F) For Watersheds Outside of the Denver Region, Depth of
ds = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
VWQCVo R = cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwxv USER = cu If
(Only if a different WOCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth
Dwocv= 2.0 ft
B) Sand Fitter Side Slopes (Horizontal distance per unit vertical,
Z = 4.00 ft / ft
4:1 or flatter preferred). Use 7 it sand filter has vertical walls.
C) Mimimum Filter Area (Flat Surface Area)
Ar,,y, - 5- ::3✓W: ' sq 1t
D) Actual Filter Area
Ate„ y = 8436 sq ft
E) Volume Provided
V7 --cu ft
3. Fitter Material
18" CDOT Class C Filter Material
Q Other (Edith):
4. Underdrain System
Choose One
A) Are underdrains provided?
YES
Q NO
B) Underdrain system orifice diameter for 12 hour drain time
I) Distance From Lowest Elevation of the Storage
y= 3.1 8
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
Vol,, = 16,863 cu ft
iii) Orifice Diameter, 3/8" Minimum
Do = 2.74 in
Idesign talcs - sand filter 5 (NW).xls, SF 11/8/2013, 10:12 AM
Design Procedure Form: Sand Filter (SF)
Sheet 2 of 2
Designer: Paul Mcllheran
Company: R.A.Smith National
Date: November 8, 2013
Project: Foothills Redevelopment
Location: sand filter 5 (nw)
5. Impermeable Geomembrane Liner and Geotexhle Separator Fabric
Choose One
A) Is an impermeable liner provided due to proximity
0 YES Q NO
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC GEOMEMBRANE PER TABLE SF4 WITH
SEPARATOR FABRIC (PER TABLE SF-3) ABOVE IT. PROVIDE SEPARATOR
FABRIC BELOW THE GEOMEMBRANE AS WELL IF SUBGRADE IS
ANGULAR OR COULD OTHERWISE PUNCTURE THE GEOMEMBRANE.
6-7. Inlet / Outlet Works
armortec to be used at outfall of inlet pipe
A) Describe the type of energy dissipation at inlet points and means of
standpipe is provided to drain excess flows
conveying flaws in excess of the WOCV through the outlet
Notes:
design cafes - sand filter 5 (NW).xls, SF 111812013, 10:12 AM
' APPENDIX 5
1
1
1
11
C
1
1
1
1
Page 47
[1
1
' Subsurface Exploration Program
' Geotechnical and Pavement Recommendations
Foothills Mall Redevelopment - Retail/Commercial
t Structures
Fort Collins, Colorado
FINAL Submittal
1
1
1
1
1
1
1
Prepared for:
1 Walton Foothills Holdings, VI, LLC
5750 DTC Parkway, Suite 210
Greenwood Village, Colorado 80111
1 Attention: Mr. Adam Radcliffe
1
Job Number: 12-3649A November 20, 2012
ENGINEERING CONSULTRNTS INC.
41 Inverness Drive East, Englewood, CO 80112-5412 Phone (303) 289-1989 Fax (303) 289-1686 www.groundeng.com
Office Locatrow: Englewood . Commerce City . Loveland . Granby . Gypsum Grand Junction . Casper
'
EXECUTIVE SUMMARY
The content in the report provides geotechnical and pavement design recommendations for the
'
Foothills Mall Redevelopment. Below is a summary of the information contained in the report
for Phases 1 through 3.
The subsurface conditions encountered in the test holes generally consisted of a thin veneer of
asphalt, approximately 4 to 7 inches thick, or concrete, approximately 5 inches (interior of the
'
building), underlain by sand and/or clay and gravel. These materials were underlain by
sandstone and claystone bedrock at depths ranging from approximately 12 to 24 feet below
existing grade. The test holes extended to depths ranging from approximately 5 to 40 feet
'
below the existing grades. Groundwater was encountered in the test holes at depths ranging 11
to 27 feet below existing grade at the time of drilling. Temporary piezometers were installed
'
three (3) of the test holes (Test Holes, 30, 36, and 39) in order to observe groundwater levels.
Groundwater was encountered at depths ranging from 12 to 19 feet when measured 7 and 14
days following drilling. Groundwater levels can be expected to fluctuate, however, in response
to annual and longer -term cycles of precipitation, irrigation, surface drainage, nearby rivers and
'
creeks, land use, and the development of transient, perched water conditions.
Prior to filling the existing drainage ditch, once at competent, stable materials, the placement of
'
a large drain/pipe surrounded with clean crushed rock on the order of 10 feet wide or to the
lateral extents of the drainage and wrapped with a separating geotextile should installed. Where
fill is to be placed within the drainage, the slopes should be benched. The benches shall be cut
'
3 feet horizontally into the existing slope.to create a stepped bench condition and compacted to
100 percent of the standard Proctor or 98 percent of the modified Proctor.
Below is a summary of the recommended foundation/floor systems for each Phase/Building
area along with the recommended overexcavation and replacement to reduce the potential for
'
movement associated with total and differential movements. Please refer to the report for a
detailed explanation of these systems.
Location
un ati IVN!l t,
Foundation/Floor�Tjy�e
Over. �cav beneath
xc
��
S �How�Foundatfon/Slab-
/
"�" on,Grade
Phase 1 -Block 7 to 10
Spread Footings/Slab-on-
12-inch Scarification
Grade
beneath Footings and Slabs
Phase 1 — Existing Mall
Spread Footings/Slab-on-
Undisturbed On -site
Renovation/Reconstruction
Grade (if applicable)
Material/12-inch
Scarification
Phase 1 — Restaurant (Rest. 1
Spread Footings/Slab-on-
Uniform Fill Prism
to 4)
Grade
Phase 1 — Parking Garage
Drilled Piers / Slab -on-
12-inch Scarification
Grade Floors
beneath Slabs
Phase 1 — Cinema
Drilled Piers or Spread
Uniform Fill Prism or 12-
Footings/ Slab -on -Grade
inch Scarification beneath
Floors
Footings and Slabs
Phase 2 — Blocks 1 to 3
Spread Footings/Slab-on-
Uniform Fill Prism or 12-
Grade
inch Scarification beneath
Footings and Slabs
Phase 3 — Blocks 4 to 6
Spread Footings/Slab-on-
Uniform Fill Prism
Grade
The minimum pavement sections recommended by GROUND based on our traffic assumptions '
are tabulated below.
Par_nmmenrled Minimum Pavement Sections
§
7 mposrte
g s
� a"E iS i
' ��nches Asphalt
Location
Asphalt
spha
(inches Alt)
�> �1inch0es
Private Parking
6
4.5 / 6
5
Lot
Private Drive
Lanes and
6.5
5/6
6
Heavy Truck
Traffic
Additional recommendations with respect to foundations and floor systems for each Phase and
building type, water-soluble sulfates, corrosivity, exterior flatwork, project earthworks,
excavation conditions, utility installation, surface drainage, perimeter underdrains, pavement ,
sections are contained herein. This executive summary should not be solely relied upon as a
complete summary of the information contained in this report; rather the entire contents of this ,
report should be reviewed by the Client/Owner/Project Team prior to design/construction.
TABLE OF CONTENTS
Page
' Purpose and Scope of Study......................................................................................
1
Proposed Construction .................................. :.............................................................
1
SiteConditions............................................................................................................
3
Subsurface Exploration...............................................................................................
5
LaboratoryTesting......................................................................................................
6
Subsurface Conditions................................................................................................
7
EngineeringSeismicity ..............................................................................................
10
Drainage Improvements................................................................................................12
Foundation/Floor System Overview............................................................................
13
'
FoundationSystem...................................................................................................
19
FloorSystem.............................................................................................................
25
Mechanical Rooms/Mechanical Pads...........................................................................28
'
ExteriorFlatwork.......................................................................................................
28
Water Soluble Sulfates................................................................................................
31
SoilCorrosivity ............................................................................................................
32
LateralEarth Pressures............................................................................................
35
ProjectEarthwork......................................................................................................
37
' Excavation Considerations ............... :........................................................................
42
Utility Pipe Installation and Backfilling.........................................................................
43
SurfaceDrainage......................................................................................................
46
' Underdrain/Subsurface Moisture Infiltration...............................................................
49
Pavement Conclusions/Recommendations................................................................50
Closure and Limitations.............................................................................................
58
Locations of Test Holes.....................................................................................
Figure 1
Logs of Test Holes......................................................................................
Figures 2-6
Legend and Notes.............................................................................................
Figure 7
'
Compaction Test Results................................................................................Figures
8-9
Summary of Laboratory Test Results................................................................
Table 1
Summary of Soil Corrosion Test Results..............................................................Table
2
'
Percolation Test Results — 11................................................................................Table
3
Percolation Test Results — 12................................................................................Table
4
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
PURPOSE AND SCOPE OF STUDY
This report presents the results of a subsurface exploration program performed by
GROUND Engineering Consultants, Inc. (GROUND) to provide geotechnical and
pavement recommendations for the proposed Foothills Mall Redevelopment located
near the intersection of South College Avenue and East Foothills Parkway in Fort
Collins, Colorado. Our study was conducted in general accordance with GROUND
Proposal No. 1207-1089 Revised, dated September 13, 2012.
Field and office studies provided information regarding surface and subsurface
conditions, including existing site vicinity improvements and groundwater. Material
samples retrieved during the subsurface exploration were tested in our laboratory to
assess the engineering characteristics of the site earth materials, and assist in the
development of our geotechnical recommendations. Results of the field, office, and
laboratory studies for the proposed facility are presented below.
This report has been prepared to summarize the data obtained and to present our
conclusions and recommendations based on the proposed construction and the
subsurface conditions encountered. Design parameters and a discussion of engineering
considerations related to construction of the proposed facility are included herein.
PROPOSED CONSTRUCTION
We understand that the proposed project is comprised of four phases. Phases 1
through 3 are addressed by this report, while Phase 4 will be presented in a separate,
forthcoming report. The following presents a brief summary of the proposed
construction/reconstruction associated with Phases 1 through 3.
Phase 1: Renovation/demolition and construction of retail/commercial facilities adjacent
to/attached to the existing Foothills Mall. Building footprints will range in size from
approximately 7,000 square feet to approximately 35,000 square feet. Additionally, a
cinema structure, approximately 76,215 square feet in size, and a parking garage are
planned for construction. According to provided grading plans, finish floor elevations
(FFEs) for Retail Blocks 7 through 10 will range from approximately 5,017.5 feet to 5,020
feet, FFEs for Restaurants 1 to 4 (Rest. 1 to 4) will range from approximately 5,017 feet
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 1 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
' to 5,018 feet, FFEs for the cinema will range from 5,017 feet to 5,018 feet, and FFEs for
the parking structure will range from approximately 5,009.5 feet to 5,016.8 feet. The
' existing mall consists of FFEs ranging from approximately 5,017 feet to 5,020 feet.
Therefore, it appears that material cuts up to approximately 3 feet and material fills up to
approximately 5 feet will be necessary to facilitate proposed construction.
11
i
Phase 2: Demolition of existing buildings and construction of five (5) retail buildings
ranging in size from approximately 6,514 square feet to approximately 20,393 square
feet. According to provided grading information, FFEs ranging from approximately 5,014
feet to 5,021 feet are planned for Blocks 1 through 3. Therefore, it appears that material
cuts up to approximately 1 foot and material fills up to approximately 4 feet will be
necessary to facilitate proposed construction.
Phase 3: Demolition of existing buildings and construction of four (4) retail buildings
ranging in size from approximately 7,415 square feet to approximately 35,590 square
feet. According to provided grading information, FFEs ranging from approximately 5,024
feet to 5,033 feet are planned for Blocks 4 through 6. Therefore, it appears that material
cuts up to approximately 1 foot and material fills up to approximately 8 feet will be
necessary to facilitate proposed construction.
Additionally, the existing drainage ditch currently traversing the Phase 3 area may be
relocated to the west along South College Avenue to accommodate new building
construction.
According to the project structural engineer, the parking garage will include maximum
loads ranging from approximately 1,000 to 1,250 kips and the anticipated building loads
for the Cinema will be approximately 100 kips. Additionally, we assume that no
basements are anticipated for the proposed structures and the existing buildings do not
consist of basement/below-grade levels. The approximate proposed building(s) layouts
are shown in Figure 1. Development will also include installation of underground utilities
to service the proposed development.
Job No. 12-3649 Ground Engineering Consultants, Inc.
Page 2 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
SITE CONDITIONS
Phase 1
• At the time of our field exploration,
s : the Phase 1 project area consisted of
the existing Foothills Mall facility and
asphalt -paved parking areas and
drive lanes. GROUND attempted to
retrieve as -built drawings or
information regarding the existing
foundation system, however this
information was unavailable at the
time of this report preparation.
During our site reconnaissance at the
time of exploration, the existing mall
facility appeared to be performing
satisfactorily with no obvious
apparent distress. Additionally,
according to correspondence with
facility maintenance personnel, the
mall structure has been performing
satisfactorily. The pavement areas
exhibited low severity distress on the
north side of the building and
moderate to high severity distress along the west. east, and south sides of the building,
likely due to age and lack of maintenance (see Pavement
Conclusions/Recommendations section). Landscaping islands and curb -and -gutter were
also associated with the project site. A vacant, undeveloped lot (see photo above) exists
on the south side of the existing mall structure. The southern area of the mall is vacated
in preparation for future construction. The general topography across the project site
was gently sloping with slopes up to approximately 5 percent descending toward the
east.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 3 of 61
Phase 2
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
The Phase 2 project area consisted of
existing retail facilities and asphalt -paved
parking and drive lanes. As -built
drawings for these structures were also
unavailable at the time of this report
preparation. During our exterior site
reconnaissance, the existing retail
structures appeared to be performing
satisfactorily. However, the pavement
areas as exhibited in the photo,
consisted of medium severity pavement
distress (see Pavement Conclusions/Recommendations section). The distressed areas
have been previously crack sealed. The general topography across the project site was
relatively flat with slopes up to approximately 2 percent descending toward the
northeast.
Phase 3
The Phase 3 project area consisted
of existing retail facilities, asphalt -
paved parking and drive lanes, and
short to medium grasses and
weeds and deciduous trees. As -
built drawings for these structures
were also unavailable at the time of
this report preparation. During our
exterior site reconnaissance, the
existing structures appeared aged
and not well maintained. However,
the pavement areas displayed medium severity pavement distress (see Pavement
Conclusions/Recommendations section). An existing drainage ditch ranging from
approximately 5 to 8 feet in depth traverses the project area. Standing water and wet
conditions were observed in the drainage ditch during our exploration. Pedestrian
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 4 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
bridges were also associated with
the existing drainage. The general
topography across the project site
was relatively flat with slopes up to
approximately 2 percent descending
toward the northeast with steeper
slopes associated with the existing
drainage ditch.
Although not obviously encountered
in the test holes, man-made fill may
exist on -site. The exact extents,
limits, and composition of any man-
made fill were not determined as part
of the scope of work addressed by
this study, and should be expected to
potentially exist at varying depths and
locations across the site.
SUBSURFACE EXPLORATION
The subsurface exploration for the
project was conducted in September
and early October, 2012. A total of fifty-one (51) test holes were drilled with a truck -
mounted, continuous flight power auger rig and limited access drill rig to evaluate the
subsurface conditions as well as to retrieve soil and bedrock samples for laboratory
testing and analysis. Forty (40) test holes were drilled within/adjacent to the proposed
building footprints and eleven (11) test holes were drilled within the private paved areas.
The test holes were advanced to depths ranging from approximately 5 to 40 feet below
existing grade. A representative of GROUND directed the subsurface exploration,
logged the test holes in the field, and prepared the soil and bedrock samples for
transport to our laboratory.
Monitoring/observation holes were installed in Test Holes 30, 36, and 39 at the time of
our field exploration in order to temporarily observe groundwater levels. Additionally,
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 5 of 61
' Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
' infiltration testing was completed on test holes within the eastern portion of the project
site within the area proposed for water quality. For this testing, two (2) profile test holes
' and six (6) percolation test holes were drilled in order to obtain percolation rates.
Samples of the subsurface materials were retrieved with a 2-inch I.D. California liner
sampler. The sampler was driven into the substrata with blows from a 140-pound
hammer falling 30 inches. This procedure is similar to the Standard Penetration Test
described by ASTM Method D1586. Penetration resistance values, when properly
evaluated, indicate the relative density or consistency of soils. Depths at which the
' samples were obtained and associated penetration resistance values are shown on the
test hole logs.
' The approximate locations of the test holes are shown in Figure 1. Logs of the
exploratory test holes are presented in Figures 2 through 6. Explanatory notes and a
legend are provided in Figure 7. GROUND utilized the Client -provided site plan
' indicating existing features, etc., to approximately locate the test holes. Test Holes 6, 7,
and 12 were not able to be drilled during our exploration program due to Owner access
■ restrictions with Sears.
LABORATORY TESTING
Samples retrieved from our test holes were examined and visually classified in the
laboratory by the project engineer. Laboratory testing of soil and bedrock samples
obtained from the subject site included standard property tests, such as natural moisture
contents, dry unit weights, grain size analyses, swell -consolidation potential, direct shear
' testing, unconfined compressive strength, and liquid and plastic limits. Water-soluble
sulfate and corrosivity tests were completed on selected samples of the soils as well. A
' Proctor test was completed on the representative composite bulk sample. Laboratory
tests were performed in general accordance with applicable ASTM and AASHTO
protocols. Results of the laboratory testing program are summarized on Tables 1 and 2.
' Job No. 12-3649 Ground Engineering Consultants, Inc. Page 6 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
SUBSURFACE CONDITIONS
Geologic Setting
The subject parcel consists largely of a sequence of sedimentary rock formations
deposited and preserved in a structural depression in north -central Colorado. In the
general project area, these sedimentary rocks dip eastward at low angles (less than 10
degrees, typically) and are overlain by a variety of surficial deposits including alluvial
(stream -laid) sediments, eolian (wind-blown) materials and colluvial (slope -wash)
deposits.
The bedrock deposits underlying the project area are mapped as Upper Cretaceous
Pierre Shale (upper unit and sandstone members) (Colton, 19781). In the project
vicinity, this formation consists predominately of shale, interbedded locally with siltstones
or sandstones. The sands/clays encountered above the Pierre Shale at the site are
interpreted to be alluvial deposits of the Pleistocene Slocum Alluvium.
Based on the published information reviewed for the site and our experience within
Denver, there are no mapped geologic hazards within or directly adjacent to the project
site.
Phase 1
The subsurface conditions encountered in the test holes generally consisted of a thin
veneer of asphalt, approximately 4 to 7 inches thick, or concrete, approximately 5 inches
(interior of the building), underlain by sand and/or clay and gravel. These materials were
underlain by sandstone and claystone bedrock at depths ranging from approximately 12
to 24 feet below existing grade. The test holes extended to depths of approximately 5 to
40 feet below existing grades.
Groundwater was encountered in some of the test holes at depths ranging from
approximately 11 to 27 feet below existing grades at the time of drilling. The test holes
were backfilled immediately following drilling operations. Groundwater was not
Colton, Roger, 1978, Geologic Map of the Boulder, Fort Collins, and Greeley Area, Colorado, USGS Map I- ,
855G
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 7 of 61 ,
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
' encountered in the test holes drilled within the interior of the mall at the -time of our
exploration program.
Phase 2
' The subsurface conditions encountered in the test holes generally consisted of a thin
veneer of asphalt/concrete, approximately 5 to 6 inches thick, underlain by sand and/or
clay. These materials were underlain by sandstone and claystone bedrock at depths
ranging from approximately 14 to 18 feet below existing grade. The test holes extended
to depths of approximately 20 to 30 feet below existing grades.
' Groundwater was encountered in each of the test holes at depths ranging from
approximately 10.5 to 13 feet below existing grades at the time of drilling. GROUND
' constructed Test Hole 30 as an observation/monitoring hole in order to temporarily
observe groundwater levels. Groundwater was encountered in this test holes at a depth
of approximately 12 feet when measured 7 and 44 days later. The remainder of the test
holes were backfilled immediately following drilling operations.
' Phase 3
The subsurface conditions encountered in the test holes generally consisted of a thin
veneer of asphalt/concrete, approximately 2 to 5 inches thick, underlain by sand and/or
clay and gravel. These materials were underlain by sandstone and claystone bedrock at
' depths ranging from approximately 13 to 23 feet below existing grade. The test holes
extended to depths of approximately 20 to 30 feet below existing grades.
' Groundwater was encountered in some of the test holes at depths ranging from
approximately 13 to 18 feet below existing grades at the time of drilling. GROUND
' constructed Test Holes 36 and 39 as observation/monitoring holes in order to
temporarily observe groundwater levels. Groundwater was encountered in these test
holes at depths of approximately 17 to 19 feet when measured 7 and 14 days later. The
remainder of the test holes were backfilled immediately following drilling operations.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 8 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
Subsurface Materials
Sand and Clay were interbedded, fine to meduim grained, low to highly plastic, medium
to very stiff/loose to medium dense, slightly moist to moist, light brown to reddish brown
in color, and occasionally calcareous.
Sand was silty to clayey, medium to coarse grained with occasional gravel, non -plastic
to low plastic, medium dense to dense, moist to wet, and reddish brown to light brown in
color.
Sand and Gravel were interbedded, coarse to gravel grained, non -plastic to low plastic,
medium dense to very dense, moist to wet, and reddish brown in color.
Sandstone and Claystone Bedrock (Comparably Unweathered Bedrock) were
interbedded, fine to medium grained, low to highly plastic, hard to very hard, dry to
moist, light brown in color, and occasionally iron -stained.
Sandstone Bedrock (Comparably Unweathered Bedrock) was silty to clayey,
medium to coarse grained, low plastic, hard to resistant, dry to moist, light brown in
color, and occasionally iron -stained. Please note that the sandstone may be cemented
and relatively resistant, which may complicate excavation such as deep foundations.
Swell -Consolidation Testing of samples of the on -site materials encountered in the
project test holes indicate a potential for heave/consolidation (See Table 1). Swells
ranging from approximately 0.1 to 0.6 percent and consolidations of approximately 0.1 to
4.3 percent were also measured at various surcharge loads.
Percolation Testing
Percolation testing was performed in the associated test holes at a .depth of
approximately 36 inches below existing grade. GROUND utilized the testing procedures
indicated in Laramie County Small Wastewater Systems Regulations to perform our field
analysis. Based on our analysis and field testing, the average percolation rates for 11
and 12 were 61 and 213 minutes per inch, respectively (see Tables 3 and 4).
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 9 of 61
n
1
1
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
The asphalt/concrete thicknesses are approximate and should be expected to vary
throughout the project site. Prospective contractors should not rely solely on this data
for any purpose.
Groundwater levels can fluctuate, however, in response to annual and longer -term
cycles of precipitation, irrigation, surface drainage and land use, and the development
and drainage of transient, perched water conditions. Within the Phase 3 area,
groundwater levels will fluctuate with the water level in the drainage ditch.
ENGINEERING SEISMICITY
According to the 2009 International Building Code® (Section 1613 Earthquake Loads),
"Every structure, and portion thereof, including nonstructural components that are
permanently attached to structures and their supports and attachments, shall be
designed and constructed to resist the effects of earthquake motions in accordance with
ASCE 7, excluding Chapter 14 and Appendix 11A. The seismic design category for a
structure is permitted to be determined in accordance with Section 1613 (2006/2009
IBC) or ASCE 7." Exceptions to this are further noted in Section 1613.
Utilizing the USGS's Earthquake Ground Motion Tool v.5.0.9a and site latitude/longitude
coordinates of 40.543527 and—105.074088 (obtained from Google Earth) respectively,
the project area is indicated to possess an SDs value of 0.238 and an SD1 value of
0.090.
Per 2009 IBC, Section 1613.5.2 Site class definitions, "Based on the site soil properties,
the site shall be classified as Site Class A, B, C, D, E or F in accordance with Table
1613.5.2. When the soil properties are not known in sufficient detail to determine the
site class, Site Class D shall be used unless the building official or geotechnical data
determines that Site Class E or F soil is likely to be present at the site".
As permitted in Table 1613.5.2, in the event the soil shear wave velocity, vs, is not
known, site class shall be determined from standard penetration resistance, N, or from
soil undrained shear strength, s,, calculated in accordance with Section 1613.5.5, for the
top 100 feet of subsurface soils.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 10 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
Based on the soil conditions encountered in the test hole drilled on the site, our review of
applicable geologic maps, as well as our experience within the Project site vicinity,
GROUND estimates that a Site Class D according to the 2009 IBC classification (Table
1613.5.2) could be anticipated for seismic foundation design. This parameter was
estimated utilizing the above -referenced table as well as extrapolation of data beyond
the deepest depth explored. Actual shear wave velocity testing/analysis and/or
exploration to 100 feet was not performed. In the event the Client desires to potentially
utilize Site Class C for design, according to the 2006/2009 IBC, actual downhole seismic
shear wave velocity testing and/or exploration to subsurface depths of at least 100 feet,
should be performed. In the absence of additional subsurface exploration/analysis,
GROUND recommends a Site Class D be utilized for design.
The largest recorded earthquake (estimated magnitude 6.2 to 6.6) in Colorado occurred
in November 1882. While the specific location of this earthquake is very uncertain, it is
postulated to have occurred in the Front Range near Rocky Mountain National Park.
The most recent significant seismic movements associated with the historically active
Rocky Mountain Arsenal Fault (Commerce City, Colorado) occurred in the 1960s,
generating earthquakes up to magnitude 5.5. Since the early 1960s, numerous
earthquakes with magnitudes up to approximately 5, with the majority possessing
magnitudes of 2 to 4, have been experienced within the State. Earthquakes ranging in
magnitude from 3.7 (Craig, Colorado) to 3.9 (Eads, Colorado and Trinidad, Colorado)
occurred during the time period between July 2009 and August 2009. On August 23,
2011, a 5.3 magnitude earthquake occurred 9 miles west-southwest of Trinidad,
Colorado. Earthquakes with similar magnitudes, and potentially greater, are anticipated
to continue by the USGS, throughout the State. Therefore, the risk of damaging,
earthquake -induced ground motions at the site is considered to be relatively low given
the low, previously recorded, seismic magnitudes. Furthermore, based on the
subsurface conditions at the site and the risks associated with this nearest fault, the risk
of liquefaction of the site soils is considered low.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 11 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
'
Final Submittal
' DRAINAGE IMPROVEMENTS
' Based on information provided by the project team, provided grading information, and
our site visits, an existing drainage ditch traverses the southwestern portion of the
project site, specifically within Blocks 4 through 6 (Phase 3) and may be filled and
' relocated prior to construction. Based on provided grading plans, material fills ranging
from 5 to 8 feet will be necessary to fill in this drainage easement. GROUND
' recommends the entire extent of this drainage area be excavated down to competent,
stable materials and observed by the Geotechnical Engineer prior to backfilling
commencement. Actual depths of excavation are dependent on the depth of soft "muck"
' material, vegetation, unsuitable materials, etc., removed within the drainage.
' Prior to filling this drainage, once at competent, stable materials, the placement of a
large drain/pipe surrounded with clean crushed rock on the order of 10 feet wide or to
the lateral extents of the drainage and wrapped with a separating geotextile should be
' installed. Actual depths of excavation are dependent on the depth of soft material
removed within the drainage. To further define the extent of soft material to be removed
' in the drainage, we recommend that test pits be excavated perpendicular to the
drainage. Our office should be provided with final site grading plans to develop more
detail recommendations regarding this drainage. In areas where the existing drainage
will be backfilled and re-routed to a different location, the existing drainage gravel drain
must be daylighted or provide with a positive means of gravity drainage away from the
' project. Contractors should be cognizant in areas consisting of this existing drainage to
prevent damage of the large drain/pipe.
Where fill is to be placed within the drainage, the slopes should be benched. The
benches shall be cut 3 feet horizontally into the existing slope to create a stepped bench
condition. Where groundwater seepage is encountered or anticipated, the benches
should be provided with back drains. In such cases, the bench surface should be sloped
back toward the drain. The vertical step should not exceed 2 feet between benches. To
achieve adequate compaction near the outer faces of fill slopes, it may be beneficial to
over -build the slopes and trim them back.
Settlements will occur in filled ground, typically on the order of 1 to 2 percent of the fill
depth. For a 5-foot fill, this corresponds to settlements on the order of 1 inch, without
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 12 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
imposition of loads. If fill placement is performed properly and is tightly controlled, in
GROUND's experience the majority of that settlement will take place during earthwork
construction. To further reduce potential settlements, GROUND recommends fill
placement should be held to a greater compaction, such as 100 percent of the standard
Proctor or 98 percent of the modified Proctor. Please refer to the Project Earthwork
section of this report for additional recommendations for fill placement.
Additionally, we understand that this drainage will be re -located to the west along South
College Avenue. During construction of the buildings in this area, the new drainage
should be evaluated for seepage into the surrounding soils. GROUND recommends the
project Civil Engineer evaluate the future potential for any drainage to convey water after
being in -filled as this could influence long-term, post -construction settlements and
associated movements. Our office can assist with this, but the services of a hydrologist
may be required.
FOUNDATION AND FLOOR SYSTEM OVERVIEW
Below is a summary of the foundation/floor system recommendations for each Phase.
In the event future owners have specific requirements for building design (such as
the Cinema, etc.), we should be notified and provided with these requirements as
the recommendations provided herein may need to be re-evaluated.
Phase 1 — Blocks 7 to 10
According to provided information, it appears that construction of Blocks 7 through 10
will necessitate material fills ranging from approximately 2 to 5 feet. According to our
field and laboratory analysis and the nature of the proposed construction, it is
GROUND's opinion the materials encountered in our exploration are generally suitable
to support a shallow foundation system consisting of spread footings with a slab -on -
grade floor system provided that the upper 12 inches below the footings and slabs be
scarified, moisture -conditioned, and re -compacted in accordance with the Project
Earthwork section of our report. Utilizing this option as well as other applicable
recommendations provided in this report, GROUND anticipates potential movements on
the order of 1 inch.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 13 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
Phase 1 — Existing Mall Renovation/Reconstruction
' Reconstruction/renovation of the existing mall structure appears to necessitate material
cuts and fills up to approximately 3 feet. According to our field and laboratory analysis
and the nature of the proposed reconstruction, it is GROUND's opinion the materials
encountered are generally suitable to support the proposed renovations/additions on
shallow foundation systems and slab -on -grade floor systems (if applicable). The
contractor should take precaution to not undermine adjacent structural elements during
building addition/renovation construction and temporary shoring may be required. To use
' these recommendations, the Owner must accept the risk of post -construction foundation
movement associated with shallow foundation systems placed on the on -site soils.
Utilizing the above recommendations as well as other recommendations in this report,
' GROUND estimates potential movements may be on the order of 1 inch. Actual
movements may be more or less.
' Additionally, design with respect to the connection between the new
additions/renovations and the existing mall structure should account for the potential of
' differential movement. If the recommendations herein are followed, we anticipate
potential movements relating to differential settlement to be approximately 1 inch.
Phase 1 — Restaurant (Rest.) 1 to 4
The proposed restaurants on the south side of the existing mall structure will necessitate
material cuts up to approximately 1 foot and fills up to approximately 4 feet. Additionally,
these structures are located within and beyond the extents of the existing facility
' resulting in the demolition of a portion of the existing mall structure in order to
accommodate future construction. As previously stated, we assume that no basement
' level is associated with the existing mall structure. Therefore, it is GROUND's opinion
that Rest. 1 through 4 may be founded on a shallow foundation system consisting of
' spread footings with a slab -on -grade floor system provided that a uniform layer of
properly moisture -density treated materials is placed beneath the entire building
footprint(s) of the proposed structures to reduce differential settlements between footings
or along continuous footings as well as across floor slabs. The depth of this layer should
be determined by the greatest depth of excavation necessary during site demolition.
' Following the construction of the fill prism, a shallow foundation system consisting of
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 14 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
spread footings with a slab -on -grade floor system may be constructed for the proposed
building(s). Precaution should be taken adjacent to the mall structure that will remain
intact. Utilizing this option as well as other applicable recommendations provided in this
report, GROUND anticipates potential movements on the order of 1 inch.
Phase 1 — Parking Garage
As previously stated, we understand that maximum anticipated column loads for the
parking garage will range from approximately 1,000 to 1,250 kips. Additionally,
according to the results of our field and laboratory testing program, variable conditions
(low density values/blow counts, moisture contents, etc.) exist within the subsurface
materials. These conditions typically result in a lower allowable soil bearing pressure
and require subgrade reconditioning. These conditions appear to suggest that the use
of shallow foundations for the parking garage may be impractical because of the
potential large footing sizes and related costs. Therefore, to accommodate the
anticipated column loads, the results of our field, laboratory, and office studies, as well
as our understanding of the project, it is GROUND's opinion that the foundation system
should consist of a deep foundation, such as straight -shaft drilled piers advanced into
the underlying bedrock. Additionally, entryways and other attached appurtenances
should ideally be founded on piers the same as the main structure, to reduce the
potential of differential movement. Utilizing this option as well as other applicable
recommendations provided in this report, GROUND anticipates potential post -
construction foundation movements of approximately 1/2-inch.
Even though a structural floor system would provide the least risk of post -construction
slab movement, we understand that these floor systems are often not practical for
parking garages. According to provided grading plans, material cuts up to approximately
2 feet and material fills up to approximately 4 feet are anticipated for the proposed
parking garage. Therefore, it is our opinion that a slab -on -grade floor system may be
utilized provided that the upper 12 inches below the slab be scarified, moisture -
conditioned, and re -compacted in accordance with the Project Earthwork section of our
report. Utilizing this option as well as other applicable recommendations provided in this
report, GROUND anticipates potential slab movements on the order of 1 inch.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 15 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
' Phase 1 — Cinema
' As previously stated, we understand that maximum anticipated column loads for the
proposed cinema will be approximately 100 kips. For the least risk of post construction
movement, a deep foundation, such as straight -shaft drilled piers advanced into the
underlying bedrock and providing them with a structural floor system would be utilized.
Utilizing this option as well as other applicable recommendations provided in this report,
' GROUND anticipates potential post -construction foundation movements of
approximately M.-inch.
Additionally, but not equal in anticipated building performance (post -construction
movements) the cinema structure could be founded on a shallow foundation system
' consisting of spread footings with a slab -on -grade floor system. A small portion of the
cinema structure may be located within and beyond the extents of the existing mall
structure. In the event this is the case, a uniform layer of properly moisture -density
treated materials should be placed beneath the entire building footprint(s) of the
proposed structures to reduce differential settlements between footings or along
' continuous footings as well as across floor slabs. The depth of this layer should be
determined by the greatest depth of excavation necessary during site demolition. In the
event the cinema structure is not located within a portion of the existing mall structure
footprint, prior to placement of concrete, the upper 12 inches beneath footings and slabs
should be scarified, moisture -conditioned, and re -compacted in accordance the Project
Earthwork section of our report. Precaution should be taken adjacent to the mall
structure that will remain intact. Utilizing this option as well as other applicable
' recommendations provided in this report, GROUND anticipates potential movements on
the order of 1 inch.
Phase 2 - Blocks 1 to 3
' The proposed retail buildings within the northwestern portion of the project site will
consist of material fills up to approximately 4 feet. Additionally, some of these structures
are located within and beyond the extents of the existing structures. As previously
stated, we assume that no basement level is associated with the existing structures.
Therefore, it is GROUND's opinion that following demolition and backfill of the existing
' structures, Blocks 1 to 3 may be founded on a shallow foundation system consisting of
' Job No. 12-3649 Ground Engineering Consultants, Inc. Page 16 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
spread footings with a slab -on -grade floor system provided that a uniform layer of
properly moisture -density treated materials is placed beneath the entire building
footprint(s) of the proposed structures to reduce differential settlements between footings
or along continuous footings as well as across floor slabs. Following the construction of
the fill prism, a shallow foundation system consisting of spread footings with a slab -on -
grade floor system may be constructed for the proposed building(s). Utilizing this option
as well as other applicable recommendations provided in this report, GROUND
anticipates potential movements on the order of 1 inch.
In the event an existing structure is not located within the new building footprint (Block
2), it is our opinion that the upper 12 inches beneath footings and slabs be scarified,
moisture -conditioned, and re -compacted in accordance the Project Earthwork section of
our report.
Phase 3 - Blocks 4 to 6
As stated above, the existing drainage easement will be filled in to accommodate
building construction of Blocks 4 to 6. Additionally, some of these structures are located
within and beyond the extents of the existing structures. Therefore, following demolition
and fill placement of the drainage and building excavation, in order to reduce the post -
construction movement potential of the site soils, GROUND recommends a uniform layer
of properly moisture -density treated materials is placed beneath the entire building
footprint(s) of the proposed structures to reduce differential settlements between footings
or along continuous footings as well as across floor slabs. The depth of this layer should
be determined by the greatest depth of excavation necessary during site demolition or
drainage or fill placement of the drainage. Following the construction of the fill prism, a
shallow foundation system consisting of spread footings with a slab -on -grade floor
system may be constructed for the proposed building(s). Utilizing this option as well as
other applicable recommendations provided in this report, GROUND anticipates
potential movements on the order of 1 inch.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 17 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
Other Foundation/Floor System Considerations
' Overexcavation layers ideally should extend laterally at least 5 feet beyond the building
beneath any building appurtenances including entryways, patios, courtyards, etc. Fill
materials may consist of moisture -density treated on -site materials or approved import
' materials. These materials should be placed in accordance with the recommendations
provided in the Project Earthwork section of our report.
' Existing foundation elements should be entirely removed and the resultant excavation
properly backfilled in accordance with the Project Earthwork section of this report.
' Additionally, if portions of the existing foundations are below grade, i.e. mechanical
rooms, grease traps, etc., the excavation and backfill should consist of the entire
' building footprint to the depth of the lowest foundation element.
Below is a summary of the recommended foundation/floor systems for the locations
' indicated above. Please refer to the above sections for a detailed explanation of these
systems. As discussed in the sections above, due to the demolition and backfill
' excavation of the existing buildings or drainage easement, Rest. 1 to 4, Blocks 1 to 3, a
small portion of the cinema, and Blocks 4 to 6 should include a uniform fill prism
(laterally consistent) beneath the structures. Greater depths are required if below grade
levels are encountered during construction.
' Job No. 12-3649 Ground Engineering Consultants, Inc. Page 18 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
,r�ocation� F'
FoundationiFloor'Type
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in
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Phase 1 -Block 7 to 10
Spread Footings/Slab-on-
12-inch Scarification
Grade
beneath Footings and Slabs
Phase 1 — Existing Mall
Spread Footings/Slab-on-
Undisturbed On -site
Renovation/Reconstruction
Grade (if applicable)
Material/12-inch
Scarification
Phase 1 — Restaurant (Rest. 1
Spread Footings/Slab-on-
Uniform Fill Prism
to 4)
Grade
Phase 1 — Parking Garage
Drilled Piers / Slab -on-
12-inch Scarification
Grade Floors
beneath Slabs
Phase 1 — Cinema
Drilled Piers or Spread
Uniform Fill Prism or 12-
Footings/ Slab -on -Grade
inch Scarification beneath
Floors
Footings and Slabs
Phase 2 — Blocks 1 to 3
Spread Footings/Slab-on-
Uniform Fill Prism or 12-
Grade
inch Scarification beneath
Footings and Slabs
Phase 3 — Blocks 4 to 6
Spread Footings/Slab-on-
Uniform Fill Prism
Grade
'To be performed prior to placing any new fill material.
FOUNDATION SYSTEM
Spread Footings
The design and construction criteria presented below should be observed for a spread
footing foundation system. The construction details should be considered when
preparing project documents. The precautions and recommendations provided below
will not prevent movement of the footings if the underlying materials are subjected to
alternate wetting and drying cycles. However, the recommended measures will tend to
make the movement more uniform, and reduce resultant damage if such movement
occurs. Based on the assumption of effective surface and subsurface drainage away
from the building as well as the recommendations presented herein, we anticipate the
following system would result in movement potentials on the order of 1 inch. Movement
estimates are difficult to predict and actual movements may be more or less.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 19 of 61
Foothills Mall Redevelopment
'
Fort Collins, Colorado
Final Submittal
'
1) Footings bearing on properly prepared materials may be designed for an
allowable soil bearing pressure (Q) of 2,000 psf. As stated, most of the buildings
'
with the exception of renovation areas should include construction of a uniform fill
prism or be placed on a minimum of 12 inches of properly moisture -density
treated site generated materials (see previous). Based on this allowable bearing
capacity, we anticipate post -construction settlements to be on the order of 1 inch.
Fills should be constructed in accordance with the recommendations provided in
'
the Project Earthwork section of this report.
Increased bearing capacities can be provided with additional overexcavation and
'
compaction efforts. Our office should be contacted in the event these are
desired.
'
2) The bearing based
recommended allowable pressure was on an assumption of
drained conditions and footing widths of 4 feet or less. If foundation materials are
subjected to increase fluctuations in moisture content, the effective bearing
capacity will be reduced and greater post -construction movements than those
'
estimated above may result. We should be contacted if planned footing widths
exceed 4 feet.
3) In the event the Cinema is constructed on spread footings, the above soil bearing
pressure could be utilized for a footing dimension of 7 feet x 7 feet (based on a
maximum column load of approximately 100 kips). Based on the above bearing
pressure, total settlements may be on the order of 1 inch. In the event the
dimension and shape of the footings differ from those utilizing in our analysis,
settlements greater than 1 inch may occur.
4) Footing excavation bottoms may expose loose, organic or otherwise deleterious
materials, including debris. Firm materials may be disturbed by the excavation
process. All such unsuitable materials should be excavated and replaced with
properly compacted fill.
5) In order to reduce differential settlements between footings or along continuous
footings, footing loads should be as uniform as possible. Differentially loaded
footings will settle differentially. Similarly, differential fill thicknesses beneath
footings will result in increased differential settlements.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 20 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
6) Spread footings should have a minimum footing dimension of 14 or more inches.
Actual footing dimensions, however, should be determined by the Structural
Engineer, based on the design loads.
7) Footings should be provided with adequate soil cover above their bearing
elevation for frost protection.. Footings should be placed at a bearing elevation 3
or more feet below the lowest adjacent exterior finish grades.
8) Continuous foundation walls should be reinforced top and bottom to span an
unsupported length of at least 10 feet.
9) The lateral resistance of spread footings will be developed as sliding resistance
of the footing bottoms on the foundation materials and by passive soil pressure
against the sides of the footings. Sliding friction at the bottom of footings may be
taken as 0.33 times the vertical dead load.
10) Compacted fill placed against the sides of the footings should be compacted to at
least 95 percent relative compaction in accordance with the recommendations in
the Project Earthwork section of this report.
11) Care should be taken when excavating the foundations to avoid disturbing the
supporting materials. Hand excavation or careful backhoe soil removal may be
required in excavating the last few inches.
12) Foundation soils may be disturbed or deform excessively under the wheel loads
of heavy construction vehicles as the excavations approach footing levels.
Construction equipment should be as light as possible to limit development of
this condition. The use of track -mounted vehicles is recommended since they
exert lower contact pressures. The movement of vehicles over proposed
foundation areas should be restricted.
13) All footing areas should be compacted with a vibratory plate compactor prior to
placement of concrete.
14) The Civil Design Engineer(s) and contractor should evaluate the possible
sources of water in the project area over the life of the structure, and provide a
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 21 of 61
' Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
' design/construction agenda that ensures not to allow moisture to infiltrate the
foundation/structure supporting materials before, during, or after construction.
' Drilled Piers
' The design criteria presented below should be observed for a straight -shaft pier
foundation system. The construction details should be considered when preparing
project documents.
' 1) Piers may be designed for an allowable end bearing pressure of 30,000 psf and
' skin friction values of 3,000 psf for the portion of the pier penetrating comparably
unweathered bedrock. This skin friction value assumes the installation of shear
rings. The upper 1 foot of bedrock penetration should be ignored in all load
calculations.
2) Piers also should be designed for a minimum dead load pressure of 5,000 psf
based on pier end area only. If the minimum dead load requirement cannot be
achieved and the piers are spaced as far apart as is practical, the pier length
should be extended beyond the minimum length to make up the dead load
deficit. This can be accomplished by assuming the skin friction located in the
extended zone acts in the direction to resist uplift. This value may be increased
by for transient loads such as wind or seismic loading.
' 3) Piers should penetrate at least 10 feet into comparably unweathered bedrock
and have a minimum length of 30 feet. Based on the depth to bedrock
' encountered in the test holes, piers approximately 30 to 34 feet in length should
meet these minimum criteria. Both criteria for minimum pier length and minimum
bedrock penetration should be met. However, the actual pier lengths should be
based on the specific design loads, the requirement for minimum dead load
pressure, etc., as determined by the Structural Engineer, as well as the actual
' conditions encountered in the field at each pier location during installation.
' 4) A minimum pier diameter of 18 inches is recommended to facilitate proper
cleaning and observation of the pier hole. Larger pier diameters than the
minimum may be needed to accommodate the anticipated significant loads, as
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 22 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
well to comply with diameter to length ratios recommend. by the structural
engineer.
5) Piers may be designed to resist lateral loads assuming a soil horizontal modulus
of 90 tcf in overburden sands, gravels, and clays and 400 tcf in competent
sandstone and claystone bedrock.
6) Bedrock penetration in pier holes should be roughened artificially to assist the
development of peripheral shear between the pier and bedrock. Artificially
roughening of pier holes should consist of installing shear rings 3 inches high and
2 inches deep in the lower 10 feet of each hole. The shear rings should be
installed 18 inches on centers.
The specifications should allow the Geotechnical Engineer to waive the
requirement for shear rings depending on the conditions actually encountered in
individual pier holes, however.
7) Groups of piers required to support concentrated loads will require an
appropriate reduction of the estimated bearing capacity based on the effective
envelope area of the pier group.
Reduction of axial capacity can be avoided by spacing piers at least 3 diameters
center to center. Pier groups spaced less than 3 diameters center to center
should be studied on an individual basis to determine the appropriate axial
capacity reductions(s).
8) Piers should be reinforced for their full length to resist the ultimate tensile load
created by the on -site materials. Adequate reinforcement should be designed to
resist the deficit between the design dead load on the pier and the uplift
pressures acting on the pier perimeter in the upper 15 feet of material penetrated
by the pier. Tension may be estimated on the basis of an uplift pressure of 750
psf in the upper 15 feet of material penetrated by the pier, and on the surface
area of the pier.
9) Based on the results of our field exploration, laboratory testing, and our
experience with similar, properly constructed, drilled pier foundations, we
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 23 of 61
' Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
' estimate pier settlement will be low, on the order of '/cinch to mobilize skin
friction. The settlement of closely spaced piers will be larger and should be
studied under an individual basis.
10) A minimum void form of 6 inches should be provided beneath grade beams to
' reduce the potential of the swelling soil and bedrock from exerting uplift forces on
the grade beams, as well as to concentrate pier loadings. The same void should
also be provided beneath necessary pier caps.
11) Groundwater was encountered in the test holes at depths ranging from 11 to 27
' feet below existing grade at the time of drilling and at depths ranging from 12 to
19 feet across the project site when measured 7 and 14 days later. Therefore,
the use of casing may be required for pier installation. The requirements for
casing can sometimes be reduced by placing concrete immediately upon
cleaning and observing the pier hole. In no case should concrete be placed in
more than 3 inches of water, unless placed through an approved "tremie"
method.
12) Pier holes should be properly cleaned prior to placement of concrete.
13) Concrete utilized in the piers should be a fluid mix with sufficient slump so that it
will fill the void between reinforcing steel and the pier hole wall. We recommend
the concrete have a minimum slump in the range of 5 to 7 inches. Concrete
should be placed by an approved "tremie"-type method or other methods such as
the utilization of a long steel pipe or "elephant trunk" to reduce mix segregation.
The "tremie" should be extended down into the center of the drilled pier shaft in
order to provide a clear pathway through the reinforcement cage. A centering
chute that extends to shallow depths may not be sufficient.
14) Concrete should be placed in piers the same day they are drilled. Failure to
place concrete the day of drilling will normally result in a requirement for
additional bedrock penetration. The presence of groundwater or caving soils at
the time of pier installation may require that concrete be placed immediately after
the pier hole drilling is completed.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 24 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
15) The Contractor should take care to prevent enlargement of the excavation at the
tops of piers, which could result in mushrooming of the pier top. Mushrooming of
pier tops can increase uplift pressures on the piers.
16) The bedrock beneath the site is hard to very hard and relatively resistant. These
conditions should be anticipated during construction. The pier drilling Contractor
should mobilize equipment of sufficient size and operating capability to achieve
the required penetration into the bedrock. GROUND recommends a high -torque,
commercial rig be used. If refusal is encountered in these materials, the
Geotechnical Engineer should be retained to evaluate the conditions to establish
that true refusal has been met with adequate drilling equipment.
FLOOR SYSTEM
Slab -on -Grade
The following measures are recommended to reduce damage, which may result from
movement of the slab subgrade material. These measures will not eliminate potential
movements. If slab -on -grade construction is used in accordance with the following
criteria, as well as other applicable recommendations contained in this report, we
estimate that potential slab movements may be on the order of 1 inch. The actual
magnitude of movement is difficult to estimate and may be more or less.
1) Floor slabs should be placed on properly prepared materials. As stated,
construction of a uniform fill prism (determined by the greatest depth of
excavation necessary during building demolition) or scarified, moisture -
conditioned, and re -compacted to a depth of at least 12 inches below the slabs (if
existing foundation elements are not present within proposed footprint) will be
required. These materials should be placed in accordance with the
recommendations in the Project Earthwork section of our report.
2) The prepared surface on which the floor slabs will be cast should be observed by
the Geotechnical Engineer prior to placement of reinforcement. Exposed loose,
soft, or otherwise unsuitable materials should be excavated and replaced with
properly compacted fill, placed in accordance with the recommendations in the
Project Earthwork section of this report.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 25 of 61
I
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
3) Floor slabs should be separated from all bearing walls and columns with slip
joints, which allow unrestrained vertical movement.
Joints should be observed periodically, particularly during the first several years
after construction. Slab movement can cause previously free -slipping joints to
bind. Measures should be taken to assure that slab isolation is maintained in
order to reduce the likelihood of damage to walls and other interior
improvements.
4) Interior partitions resting on floor slabs should be provided with slip joints so that
if the slabs move, the movement cannot be transmitted to the upper structure.
This detail is also important for wallboards and door frames. A slip joint which
will allow sufficient vertical movement is recommended. If slip joints are placed
at the tops of walls, in the event that the floor slabs move, it is likely that the wall
will show signs of distress, especially where the floors meet the exterior wall.
5) Concrete slabs -on -grade should be placed on properly prepared subgrade. They
should also be constructed and cured according to applicable
standards and be provided with properly designed and constructed control joints.
The design and construction of such joints should account for cracking as a
result of shrinkage, tension, and loading; curling; as well as proposed slab use.
Joint layout based on the slab design may require more frequent, additional, or
deeper joints, and should also be based on the ultimate use and configuration of
the slabs. Areas where slabs consist of interior corners or curves (at column
blockouts or around corners) or where slabs have high length to width ratios,
high degree of slopes, thickness transitions, high traffic loads, or other unique
features should be carefully considered. The improper placement or construction
of control joints will increase the potential for slab cracking. ACI, AASHTO, and
other industry groups provide many guidelines for proper design and construction
of concrete slabs on grade and the associated jointing.
6) Floor slabs should be adequately reinforced. Recommendations based on
structural considerations for slab thickness, jointing, and steel reinforcement in
floor slabs should be developed by the Structural Engineer. Placement of slab
reinforcement continuously through the control joint alignments will tend to
Job No. 12-3649 Ground Engineering Consultants, Inc.
Page 26 of 61
7)
8)
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
increase the effective size of concrete panels and reduce the effectiveness of
control joints.
All plumbing lines should be carefully tested before operation. Where plumbing
lines enter through the floor, a positive bond break should be provided. Flexible
connections allowing sufficient vertical movement should be provided for slab -
bearing mechanical equipment.
Moisture can be introduced into a slab subgrade during construction and
additional moisture will be released from the slab concrete as it cures. GROUND
recommends placement of a properly compacted layer of free -draining gravel, 4
or more inches in thickness, beneath the slabs. This layer will help distribute
floor slab loadings, ease construction, reduce capillary moisture rise and aid in
drainage. The free -draining gravel should contain less than 5 percent material
passing the No. 200 Sieve, more than 50 percent retained on the No. 4 Sieve,
and a maximum particle size of 2 inches.
The capillary break and the drainage space provided by the gravel layer also
may reduce the potential for excessive water vapor fluxes from the slab after
construction as mix water is released from the concrete. A vapor barrier beneath
a building floor slab can be beneficial with regard to reducing exterior moisture
moving into the building, through the slab, but can retard downward drainage of
construction moisture. Uneven moisture release can result in slab curling.
Elevated vapor fluxes can be detrimental to the adhesion and performance of
many floor coverings and may exceed various flooring manufacturers' usage
criteria.
Per the 2006 ACI Location Guideline, a vapor barrier is required under concrete
floors when that floor is to receive moisture -sensitive floor covering and/or
adhesives, or the room above that floor has humidity control.
Therefore, in light of the several, potentially conflicting effects of the use of vapor
barriers, the Owner and the Architect and/or Flooring Contractor should weigh
the performance of the slab and appropriate flooring products in light of the
intended building use, etc., during the floor system design process and the
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 27 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
selection of flooring materials. Use of a vapor barrier may be appropriate for
some buildings and not for others.
In the event a vapor barrier is utilized, it should consist of a minimum 15 mil
thickness, extruded polyolefin plastic (no recycled content or woven materials),
' maintain a permeance less than 0.01 perms per ASTM E-96 or ASTM F-1249,
and comply with ASTM E-1745 (Class "A"). Vapor barriers should be installed in
' accordance with ASTM E-1643.
Polyethylene ("poly') sheeting (even if 15 mils in thickness which polyethylene
sheeting commonly is not) does not meet the ASTM E-1745 criteria and is not
recommended for use as vapor barrier material. It can be easily torn and/or
' punctured, does not possess necessary tensile strength, gets brittle, tends to
decompose over time, and has a relatively high permeance.
Slab movements are directly related to the increases in moisture contents to the
underlying soils after construction is completed. The precautions and recommendations
itemized above will not prevent the movement of floor slabs if the underlying materials
are subjected to excessive moisture. However, these steps will reduce the damage if
such movement occurs.
W MECHANICAL ROOMS/MECHANICAL PADS
Often, slab -bearing mechanical rooms/mechanical equipment are incorporated into
projects. Our experience indicates these are located as partially below -grade or
adjacent to the exterior of a structure. GROUND recommends these elements be
founded on the same type of foundation systems as the main structure. Furthermore,
' mechanical connections must allow for potential differential movements.
EXTERIOR FLATWORK
' Proper design, drainage, construction and maintenance of the areas between individual
buildings and parking/driveway areas are critical to the satisfactory performance of the
project. Sidewalks, entranceway slabs and roofs, fountains, raised planters and other
highly visible improvements commonly are installed within these zones, and distress in
' or near these improvements is common. Commonly, soil preparation in these areas
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Final Submittal
receives little attention because they fall between the building and pavement (which are
typically built with heavy equipment). Subsequent landscaping and hardscape
installation often is performed by multiple sub -contractors with light or hand equipment,
and over -excavation / soil processing is not performed. Therefore, GROUND
recommends that the design team, contractor, and pertinent subcontractors take
particular care with regard to proper subgrade preparation around the structure exteriors.
Similar to slab -on -grade floors, exterior flatwork and other hardscaping placed on the
soils encountered on -site may experience post -construction movements due to volume
change of the subsurface soils and the relatively light loads that they impose. Both
vertical and lateral soil movements can be anticipated as the soils experience volume
change as the moisture content varies. Distress to rigid hardscaping likely will result.
The following measures will help to reduce damages to these improvements.
Ideally, subgrade soils beneath project sidewalks, paved entryways and patios, masonry
planters and short, decorative walls, and other hardscaping should be placed on the
same amount of processed soil as those recommended for the floor slabs, or greater.
Provided the owner understands the risks identified above, we believe that subgrade
under exterior flatwork or other (non -building) site improvements could be scarified to a
minimum depth of 12 inches. This should occur prior to placing any additional fill
required to achieve finished design grades. This processing depth will not eliminate
potential movements. The. excavated soil should be replaced as properly moisture -
conditioned and compacted fill as outlined in the Project Earthwork section of this report.
As stated above, greater depths of moisture -density conditioning of the subgrade soils
beyond the above minimum will improve hardscape performance. Movement will occur,
some of which could be significant, especially if sufficient surface drainage is not
maintained.
Prior to placement of flatwork, a proof roll should be performed to identify areas that
exhibit instability and deflection. The soils in these areas should be removed and
replaced with properly compacted fill or stabilized.
Flatwork should be provided with effective control joints. Increasing the frequency of
joints may improve performance. ACI recommendations should be followed regarding
construction and/or control joints.
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In no case should exterior flatwork extend to under any portion of the building where
there is less than several inches of clearance between the flatwork and any element of
the building. Exterior flatwork in contact with brick, rock facades, or any other element of
the building can cause damage to the structure if the flatwork experiences movements.
' As discussed in the Surface Drainage section of this report, proper drainage also should
be maintained after completion of the project, and re-established as necessary. In no
case should water be allowed to pond on or near any of the site improvements or a
reduction in performance should be anticipated.
Water Features
Locations of water features planned with the project site should be provided to GROUND
'
in order to evaluate the proximity to structures and the necessity of underdrains and/or
liners.
Concrete Scaling
' Climatic conditions in the project area including relatively low humidity, large
temperature changes and repeated freeze — thaw cycles, make it likely that project
' sidewalks and other exterior concrete will experience surficial scaling or spalling. The
likelihood of concrete scaling can be increased by poor workmanship during
construction, such as `over -finishing' the surfaces. In addition, the use of de-icing salts
on exterior concrete flatwork, particularly during the first winter after construction, will
increase the likelihood of scaling. Even use of de-icing salts on nearby roadways, from
where vehicle traffic can transfer them to newly placed concrete, can be sufficient to
induce scaling. Typical quality control / quality assurance tests that are performed
during construction for concrete strength, air content, etc., do not provide information
with regard to the properties and conditions that give rise to scaling.
We understand that some municipalities require removal and replacement of concrete
that exhibits scaling, even if the material was within specification and placed correctly.
The contractor should be aware of the local requirements and be prepared to take
measures to reduce the potential for scaling and/or replace concrete that scales.
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In GROUND'S experience the measures below can be beneficial for reducing the
likelihood of concrete scaling. It must be understood, however, that because of the other
factors involved, including weather conditions and workmanship, surface damage to
concrete can develop, even where all of these measures were followed.
1) Maintaining a maximum water/cement ratio of 0.45 by weight for exterior
concrete mixes.
2) Include Type F fly ash in exterior concrete mixes as 20 percent of the
cementitious material.
3) Specify a minimum, 28-day, compressive strength of 4,500 psi for all exterior
concrete.
4) Including `fibermesh' in the concrete mix also may be beneficial for reducing
surficial scaling.
5) Cure the concrete effectively at uniform temperature and humidity. This
commonly will require fogging, blanketing and/or tenting, depending on the
weather conditions. As long as 3 to 4 weeks of curing may be required, and
possibly more.
6) Avoid placement of concrete during cold weather so that it is not exposed to
freeze -thaw cycling before it is fully cured.
7) Avoid the use of de-icing salts on given reaches of flatwork through the first
winter after construction.
We understand that commonly it may not be practical to implement some of these
measures for reducing scaling due to safety considerations, project scheduling, etc. In
such cases, additional costs for flatwork maintenance or reconstruction should be
incorporated into project budgets.
WATER-SOLUBLE SULFATES
The concentrations of water-soluble sulfates measured in selected samples retrieved
from the test holes ranged from less than the detectable limit of 0.01 percent to 0.04
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percent by weight (See Table 2). Such concentrations of water-soluble sulfates
represent a negligible degree of sulfate attack on concrete exposed to these materials.
Degrees of attack are based on the scale of 'negligible,' 'moderate,' 'severe' and 'very
severe' as described in the "Design and Control of Concrete Mixtures," published by the
' Portland Cement Association (PCA). The Colorado Department of Transportation
(CDOT) utilizes a corresponding scale. with 4 classes of severity of sulfate exposure
(Class 0 to Class 3) as described in the published table below.
' Requirements to Protect Against Damage to Concrete by Sulfate Attack from
FYtprnal Rnnreps of Rulfatp
Severity of
sulfate
exposure
Water-soluble
sulfate (SO4) in
dry soil, percent,
Sulfate (SO,) in
water, ppmratio,
Water
cementitious
maximum
Cementitious
material
requirements
Glass 0
0.00 to Og1`0
0 to 150
0�43
Class 0
Class 1
0.11 to 0.20
151 to 1500
0.45
Class 1
WORT 2
0.21 to 2g00
501 to 10,00(3
t?®45
Glass 2
Class 3
2.01 or greater
10,001 or greater
0.40
Class 3
Based on these data GROUND, makes no recommendation for use of a special, sulfate -
resistant cement in project concrete.
SOIL CORROSIVITY
The degree of risk for corrosion of metals in soils commonly is considered to be in two
categories: corrosion in undisturbed soils and corrosion in disturbed soils. The potential
' for corrosion in undisturbed soil is generally low, regardless of soil types and conditions,
because it is limited by the amount of oxygen that is available to create an electrolytic
' cell. In disturbed soils, the potential for corrosion typically is higher, but is strongly
affected by soil conditions for a variety of reasons but primarily soil chemistry.
A corrosivity analysis was performed to provide a general assessment of the potential for
corrosion of ferrous metals installed in contact with earth materials at the site, based on
' the conditions existing at the time of GROUND's evaluation. Soil chemistry and physical
property data including pH, oxidation-reduction (redox) potential, sulfides, and moisture
content were obtained. Test results are summarized on Table 2.
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Soil Resistivity In order to assess the "worst case" for mitigation planning, samples of
materials retrieved from the test holes were tested for resistivity in the in the laboratory,
after being saturated with water, rather than in the field. Resistivity also varies inversely
with temperature. Therefore, the laboratory measurements were made at a controlled
temperature.
Measurements of electrical resistivity indicated values ranging from approximately 2,252
to 14,594 ohm -centimeters in samples of retrieved soil. The following table presents the
relationship between resistivity and a qualitative corrosivity rating2:
Corrosivitv Ratinas Based on Soil Resistivitv
Soil Resistivity (ohm -cm)
Corrosivity Rating
>20,000
Essentially non -corrosive
10,000 — 20,000
Mildly corrosive
5,000—10,000
Moderately corrosive
3,000 — 5,000
Corrosive
1,000 — 3,000
Highly corrosive
<1,000
Extremely corrosive
pH Where pH is less than 4.0, soil serves as an electrolyte; the pH range of about 6.5 to
7.5 indicates soil conditions that are optimum for sulfate reduction. In the pH range
above 8.5, soils are generally high in dissolved salts, yielding a low soil resistivity'.
Testing indicated pH values ranging from approximately 8.2 to 9.0.
The American Water Works Association (AWWA) has developed a point system scale
used to predict corrosivity. The scale is intended for protection of ductile iron pipe but is
valuable for project steel selection. When the scale equals 10 points or higher,
protective measures for ductile iron pipe are recommended. The AWWA scale is
presented below. The soil characteristics refer to the conditions at and above pipe
installation depth.
2 ASM International, 2003, Corrosion: Fundamentals, Testing and Protection, ASM Handbook, Volume 13A. '
3 American Water Works Association ANSI/AWWA C105/A21.5-05 Standard
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Table A.1 Soil -test Evaluation 4
Soil Characteristic / Value
Resistivity
<1,500 ohm-cm.............................................................................................
1,500 to 1,800 ohm-cm................................................................................
1,800 to 2,100 ohm-cm.................................................................................
2,100 to 2,500 ohm-cm..................................................................................
2,500 to 3,000 ohm-cm..................................................................................
>3,000 ohm-cm...................................................................................
pH
Points
10
8
5
2
1
0
0 to 2.0............................................................................................................
5
2.0 to 4.0.........................................................................................................
3
4.0 to 6.5.........................................................................................................
0
6.5 to 7.5.........................................................................................................
0
7.5 to 8.5.........................................................................................................
0
>8.5..........................................................................................................
3
Redox Potential
< 0 (negative values).......................................................................................
5
0 to +50 mV....................................................................................................
4
+50 to +100 mV...............................................................................................
3Y2
> +100 mV...............................................................................................
0
Sulfide Content
Positive............................................................................................................
3%
Trace................................................................................................................
2
'
Negative...........................................................................................................
0
Moisture
Poor drainage, continuously wet......................................................................
2
Fair drainage, generally moist.......................................................................
1
Good drainage, generally dry ........................................................................
0
* If sulfides are present and low or negative redox-potential results (< 50 mV) are
obtained, add three points for this range.
We anticipate that drainage at the site after construction will be good.
Nevertheless,
based on the values obtained for the soil parameters, the overburden soils/bedrock
appear(s) to comprise a corrosive environment for metals.
If additional information or recommendations are needed regarding
soil corrosivity,
GROUND recommends contacting the American Water Works Association or a
4 American Water Works Association ANSI/AWWA C105/A21.5-05 Standard
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Corrosion Engineer. It should be noted, however, that changes to the site conditions
during construction, such as the import of other soils, or the intended or unintended
introduction of off -site water, may alter corrosion potentials significantly.
LATERAL EARTH PRESSURES
Structures which are laterally supported and can be expected to undergo only a limited
amount of deflection should be designed for "at -rest' lateral earth pressures. The
cantilevered retaining structures will be designed to deflect sufficiently to mobilize the full
active earth pressure condition, and may be designed for "active" lateral earth pressures.
"Passive" earth pressures may be applied in front of the structural embedment to resist
driving forces.
The at -rest, active, and passive earth pressures in terms of equivalent- fluid unit weight
for the on -site backfill and CDOT Class 1 structure backfill are summarized on the table
below. Base friction may be combined with passive earth pressure if the foundation is in
a drained condition. The use of passive pressure under a saturated condition is not
recommended. The values for the on -site material in the upper 10 feet provided in the
table below were approximated utilizing a unit weight of 121 pcf and a phi angle of 26
degrees. The direct shear data obtained from a depth of approximately 4 and 9 feet
below grade in Test Holes 28 and 37 along with the properties of the on -site material
within the upper 10 feet were utilized to determine the appropriate phi angle for the
foundation soils.
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Lateral Earth Pressures (Equivalent Fluid Unit Weights
MaterialTypeJWaterBSA0drtlitlonaPG,N
Drained 68 47 300 0.33
On -Site Sand
and Clay Backfill
Submerged 95 85 - 0.33
Drained 55 35 400 0.45
Structure Backfill
(CDOT Class 1)
Submerged 90 80 -- 0.45
If the selected on -site soil meets the criteria for CDOT Class 1 structure backfill as
indicated in the Project Earthwork section of this report, the lateral earth pressures for
CDOT Class 1 structure backfill as shown on the above table may be used. To realize
the lower equivalent fluid unit weight, the selected structure backfill should be placed
behind the wall to a minimum distance equal to the retained wall height.
The lateral earth pressures recommended above are for a horizontal upper backfill
slope. The additional loading of an upward sloping backfill as well as loads from traffic,
stockpiled materials, etc., should be included in the wall/shoring design. GROUND can
provide the adjusted lateral earth pressures when the additional loading conditions and
site grading are clearly defined.
Wall Drainage
Retaining walls should be provided with drains at the heels of the walls, or with weep
holes, or both, to help reduce the development of hydrostatic loads.
The underdrain system should consist of perforated PVC drainpipe at least 4 inches in
diameter, free -draining gravel, and filter fabric. The free -draining gravel should contain
less than 5 percent passing the No. 200 Sieve and more than 50 percent retained on the
No. 4 Sieve, and have a maximum particle size of 2 inches. Each drainpipe should be
surrounded on the sides and top with 6 or more inches of free -draining gravel. The
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gravel surrounding the drainpipe and/or the pipe itself should be wrapped with filter
fabric to reduce the migration of fines into the drain system. The Civil Engineer should
design the actual layout, outlets, and locations.
In addition to surrounding the drain pipes with at least 6 inches of free -draining gravel,
the gravel should extend upward to within 12 inches of the backfill surface behind the
wall or the wall should be backed with a layer of geocomposite drainage medium, e.g.,
an appropriate MiraDraino product or equivalent. The gravel or drainage product
backing the wall should be in hydraulic connection with the wall heel drain. If gravel is
selected, it should be separated from the enclosing soils by a layer of filter fabric to
reduce the migration of fines into the drainage system. Damp proofing should be
applied to the backside of rigid types of retaining walls.
PROJECT EARTHWORK
The following information is for private improvements; public roadways or utilities
should be constructed in accordance with applicable municipal / agency
standards.
General Considerations: Site grading should be performed as early as possible in the
construction sequence to allow settlement of fills and surcharged ground to be realized
to the greatest extent prior to subsequent construction.
Prior to earthwork construction, existing structures, asphalt/concrete, vegetation and
other deleterious materials should be removed and disposed of off -site. Relic
underground utilities should be abandoned in accordance with applicable regulations,
removed as necessary, and properly capped. Remnant foundation elements should be
entirely removed and the resultant excavation properly backfilled. The Geotechnical
Engineer should be contracted to test the excavation backfill during placement.
Topsoil present on -site should not be incorporated into ordinary fills. Instead, topsoil
should be stockpiled during initial grading operations for placement in areas to be
landscaped or for other approved uses.
It is not possible to accurately correlate subgrade stability with information derived from
site observations made during the geotechnical exploration or subsequent laboratory
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testing. It is often our experience that when pavements are removed, the pavement
subgrade experiences instability when subjected to building construction and/or traffic
loading, even when laboratory testing suggests reasonable moisture contents and
density. Therefore, it may be necessary to stabilize the majority of the existing subgrade
prior to repaving. This may require reprocessing of existing soils or removal and
replacement with other site materials or imported soil. Our office should be retained to
observe the subgrade condition and stability during the removal process. If additional or
more specific information is required, then we suggest removal of several large sections
of these existing pavement areas for evaluation prior to design or bidding.
Drainage Area: As previously stated, materials within the existing drainage should be
excavated and removed to the greatest depth of "muck"/unsuitable materials (rip rap,
etc.) encountered during construction. If soft materials are exposed, these materials
should be removed as necessary and replaced with suitable materials.
Existing Fill Soils: Although not obviously encountered in the test holes, man-made fill
may exist on site. Actual contents and composition of the man-made fill materials are
not known; therefore, some of the excavated man-made fill materials may not be
suitable for replacement as backfill. The Geotechnical Engineer should be retained
during site excavations to observe the excavated fill materials and provide
recommendations for its suitability for reuse.
Use of Existing Native Soils: Overburden soils that are free of trash, organic material,
construction debris, and other deleterious materials are suitable, in general, for
' placement as compacted fill. Organic materials should not be incorporated into project
fills.
Fragments of rock, cobbles, and inert construction debris (e.g., concrete or asphalt)
larger than 3 inches in maximum dimension will require special handling and/or
placement to be incorporated into project fills. In general, such materials should be
placed as deeply as possible in the project fills. A Geotechnical Engineer should be
consulted regarding appropriate recommendations for usage of such materials on a
case -by -case basis when such materials have been identified during earthwork.
Standard recommendations that likely will be generally applicable can be found in
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Final Submittal
Section 203 of the current CDOT Standard Specifications for Road and Bridge
Construction.
Sandstone fragments should not exceed 3 inches in largest dimension and siltstone
fragments should be reduced to a soil -like mass.
Imported Fill Materials: If it is necessary to import material to the site, the imported
soils should be free of organic material, and other deleterious materials. Imported
material should consist of relatively impervious soils that have less than 50
percent passing the No. 200 Sieve and should have a plasticity index of less than
15. Representative samples of the materials proposed for import should be tested and
approved by the Geotechnical Engineer prior to transport to the site.
Imported Structural Fill: Select granular materials imported for use as structural fill
should meet the criteria for CDOT Class 1 Structure Backfill as tabulated below.
Representative samples of proposed imported soils should be tested and approved by
GROUND prior to transport to the site.
CDOT Class 1 Structure Backfill
Sieve Size or
Parameter
Acceptable Range sa
2-inch Sieve
100% passing
No. 4 Sieve
30% to 100% passing
No. 50 Sieve
10% to 60% passing
No. 200 Sieve
5% to 20% passing
Liquid Limit
< 35 %
Plasticity Index
<6 %
Fill Platform Preparation: Prior to filling, the top 8 to 12 inches of in -place materials on
which fill soils will be placed should be scarified, moisture conditioned and properly
compacted in accordance with the recommendations below to provide a uniform base for
fill placement. If over -excavation is to be performed, then these recommendations for
subgrade preparation are for the subgrade below the bottom of the specified over -
excavation depth.
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If surfaces to receive fill expose loose, wet, soft or otherwise deleterious material,
additional material should be excavated, or other measures taken to establish a firm
platform for filling. The surfaces to receive fill must be effectively stable prior to
placement of fill.
Fill Placement. Fill materials should be thoroughly mixed to achieve a uniform moisture
content, placed in uniform lifts not exceeding 8 inches in loose thickness, and properly
compacted.
Soils that classify as GP, GW, GM, GC, SP, SW, SM, or SC in accordance with the
USCS classification system (granular materials) should be compacted to 95 or more
percent of the maximum modified Proctor dry density at moisture contents within 2
percent of optimum moisture content as determined by ASTM D1557.
Soils that classify as ML, MH, CL or CH should be compacted to 100 percent of the
maximum standard Proctor density beneath Building Structures and within the existing
drainage area and compacted to 95 percent of the maximum standard Proctor density in
all other areas at moisture contents from 1 percent below to 3 percent above the
optimum moisture content as determined by ASTM D698. In addition, these fill soils
must exhibit as -placed swells of 0.5 percent or less, against a 1,000 psf surcharge.
Materials represented by samples exhibiting more than 0.5 percent swell upon wetting
against a 1,000-psf surcharge should be re -worked at increased moisture contents and
re -compacted in accordance with the recommendations herein.
No fill materials should be placed, worked, rolled while they are frozen, thawing, or
during poor/inclement weather conditions.
Care should be taken with regard to achieving and maintaining proper moisture contents
during placement and compaction. Materials that are not properly moisture conditioned
may exhibit significant pumping, rutting, and deflection at moisture contents near
optimum and above. The contractor should be prepared to handle soils of this type,
including the use of chemical stabilization, if necessary.
Compaction areas should be kept separate, and no lift should be covered by another
until relative compaction and moisture content within the recommended ranges are
obtained.
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Use of Squeegee: Relatively uniformly graded fine gravel or coarse sand, i.e.,
"squeegee," or similar materials commonly are proposed for backfilling foundation
excavations, utility trenches (excluding approved pipe bedding), and other areas where
employing compaction equipment is difficult. In general, GROUND does not recommend
this procedure for the following reasons:
Although commonly considered "self compacting," uniformly graded granular materials
require densification after placement, typically by vibration. The equipment to densify
these materials is not available on many job -sites.
Even when properly densified, uniformly graded granular materials are permeable and
allow water to reach and collect in the lower portions of the excavations backfilled with
those materials. This leads to wetting of the underlying soils and resultant potential loss
of bearing support as well as increased local heave or settlement.
GROUND recommends that wherever possible, excavations be backfilled with approved,
on -site soils placed as properly compacted fill. Where this is not feasible, use of
"Controlled Low Strength Material" (CLSM), i.e., a lean, sand -cement slurry ("flowable
fill") or a similar material for backfilling should be considered.
Where "squeegee" or similar materials are proposed for use by the contractor, the
design team should be notified by means of a Request for Information (RFI), so that the
proposed use can be considered on a case -by -case basis. Where "squeegee" meets
the project requirements for pipe bedding material, however, it is acceptable for that use.
Settlements: Settlements will occur in filled ground, typically on the order of 1 to 2
percent of the fill depth. If fill placement is performed properly and is tightly controlled, in
GROUND's experience the majority (on the order of 60 to 80 percent) of that settlement
will typically take place during earthwork construction, provided the contractor achieves
the compaction levels recommended herein. The remaining potential settlements likely
will take several months or longer to be realized, and may be exacerbated if these fills
are subjected to changes in moisture content.
Cut and Filled Slopes: Permanent site slopes supported by on -site soils up to 10 feet
in height may be constructed no steeper than 3:1 (horizontal : vertical). Minor raveling or
surficial sloughing should be anticipated on slopes cut at this angle until vegetation is
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>� well re-established. Surface drainage should be designed to direct water away from
slope faces.
EXCAVATION CONSIDERATIONS
' The test holes for the subsurface exploration were excavated to the depths indicated by
means of truck -mounted, flight auger drilling equipment. We anticipate no significant
excavation difficulties in the majority of the site with conventional heavy-duty excavation
equipment in good working condition.
' We recommend that temporary, un-shored excavation slopes up to 10 feet in height be
cut no steeper than 1:1 (horizontal : vertical) in the site soils in the absence of seepage.
Sloughing on the slope faces should be anticipated at this angle. Local conditions
Iencountered during construction, such as groundwater seepage and loose sand, will
require flatter slopes. Stockpiling of materials should not be permitted closer to the tops
' of temporary slopes than 5 feet or a distance equal to the depth of the excavation, which
ever is greater.
iShould site constraints prohibit the use of the recommended slope angles, temporary
shoring should be used. The shoring should be designed to resist the lateral earth
pressure exerted by building, traffic, equipment, and stockpiles. GROUND can provide
shoring design upon request.
Groundwater was encountered in the test holes at depths ranging from approximately 11
feet to 27 feet below existing grades at the time of drilling and at depths ranging from 12
to 19 feet across the site when measured 7 and 14 days later. Therefore, groundwater
may be encountered in some sections of a trench or within the excavation of the
' structures. A properly designed and installed de -watering system may be required
during the construction in these sections of the trench or below grade levels. The risk of
slope instability will be significantly increased in areas of seepage along the excavation
' slopes. If seepage is encountered, the slopes should be re-evaluated by the
Geotechnical Engineer.
Additionally, drilled pier excavations will encounter groundwater, as well as
hard/resistant bedrock. The Contractor should be prepared to penetrate resistant
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bedrock and to install piers in the presence of groundwater. The sands penetrated
during drilled pier installation may be vulnerable to caving.
Good surface drainage should be provided around temporary excavation slopes to direct
surface runoff away from the slope faces. A properly designed drainage Swale should
be provided at the top of the excavations. In no case should water be allowed to pond at
the site. Slopes should also be protected against erosion. Erosion along the slopes will
result in sloughing and could lead to a slope failure.
Excavations in which personnel will be working must comply with all OSHA Standards
and Regulations. Project excavations and shoring should be observed regularly by the
Geotechnical Engineer throughout construction operations. The Contractor's
"responsible person" should evaluate the soil exposed in the excavations as part of the
Contractor's safety procedures. GROUND has provided the information above solely as
a service to the Client, and is not assuming responsibility for construction site safety or
the Contractor's activities.
UTILITY PIPE INSTALLATION AND BACKFILLING
Pipe Support. The bearing capacity of the site soils appeared adequate, in general, for
support of the proposed water line. The pipe + water are less dense than the soils which
will be displaced for installation. Therefore, GROUND anticipates no significant pipe
settlements in these materials where properly bedded.
Excavation bottoms may expose soft, loose or otherwise deleterious materials, including
debris. Firm materials may be disturbed by the excavation process. All such unsuitable
materials should be excavated and replaced with properly compacted fill. Areas allowed
to pond water will require excavation and replacement with properly compacted fill. The
contractor should take particular care to ensure adequate support near pipe joints which
are less tolerant of extensional strains.
Where thrust blocks are needed, they may be designed for an allowable passive soil
pressure of 250 psf per foot of embedment, to a maximum of 2,500 psf. Sliding friction
at the bottom of thrust blocks may be taken as 0.33 times the vertical dead load.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 43 of 61
1,
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Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
Trench Backfilling: Some settlement of compacted soil trench backfill materials should
be anticipated, even where all the backfill is placed and compacted correctly. Typical
settlements are on the order of 1 to 2 percent of fill thickness. However, the need to
compact to the lowest portion of the backfill must be balanced against the need to
protect the pipe from damage from the compaction process. Some thickness of backfill
may need to be placed at compaction levels lower than recommended or specified (or
smaller compaction equipment used together with thinner lifts) to avoid damaging the
pipe. Protecting the pipe in this manner can result in somewhat greater surface
settlements. Therefore, although other alternatives may be available, the following
options are presented for consideration:
Controlled Low Strength Material: Because of these limitations, we recommend
backfilling the entire depth of the trench (both bedding and common backfill zones) with
"controlled low strength material" (CLSM), i.e., a lean, sand -cement slurry, "flowable fill,"
or similar material along all trench alignment reaches with low tolerances for surface
settlements.
We recommend that CLSM used as pipe bedding and trench backfill exhibit a 28-day
unconfined compressive strength between 50 to 200 psi so that re -excavation is not
unusually difficult.
Placement of the CLSM in several lifts or other measures likely will be necessary to
avoid 'floating' the pipe. Measures also should be taken to maintain pipe alignment
during CLSM placement.
Compacted Soil Backfilling: Where compacted soil backfilling is employed, using the
site soils or similar materials as backfill, the risk of backfill settlements entailed in the
selection of this higher risk alternative must be anticipated and accepted by the
Client/Owner.
We anticipate that the on -site soils excavated from trenches will be suitable, in general,
for use as common trench backfill within the above -described limitations. Backfill soils
should be free of vegetation, organic debris and other deleterious materials. Fragments
of rock, cobbles, and inert construction debris (e.g., concrete or asphalt) coarser than 3
inches in maximum dimension should not be incorporated into trench backfills.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 44 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
If it is necessary to import material for use as backfill, the imported soils should be free
of vegetation, organic debris, and other deleterious materials. Imported material should
consist of relatively impervious soils that have less than 50 percent passing the No. 200
Sieve and should have a plasticity index of less than 15. Representative samples of the
materials proposed for import should be tested and approved prior to transport to the
site.
Soils placed for compaction as trench backfill should be conditioned to a relatively
uniform moisture content, placed and compacted in accordance with the
recommendations in the Project Earthwork section of this report.
Pipe Bedding: Pipe bedding materials, placement and compaction should meet the
specifications of the pipe manufacturer and applicable municipal standards. Bedding
should be brought up uniformly on both sides of the pipe to reduce differential loadings.
As discussed above, we recommend the .use of CLSM or similar material in lieu of
granular bedding and compacted soil backfill where the tolerance for surface settlement
is low. (Placement of CLSM as bedding to at least 12 inches above the pipe can protect
the pipe and assist construction of a well -compacted conventional backfill, although
possibly at an increased cost relative to the use of conventional bedding.)
If a granular bedding material is specified, GROUND recommends that with regard to
potential migration of fines into the pipe bedding, design and installation follow ASTM
D2321. If the granular bedding does not meet filter criteria for the enclosing soils, then
non -woven filter fabric (e.g., Mirafi® 140N, or the equivalent) should be placed around
the bedding to reduce migration of fines into the bedding which can result in severe,
local surface settlements.. Where this protection is not provided, settlements can
develop/continue several months or years after completion of the project. In addition,
clay or concrete cut-off walls should be installed to interrupt the granular bedding section
to reduce the rates and volumes of water transmitted along the sewer alignment which
can contribute to migration of fines.
If granular bedding is specified, the contractor should not anticipate that significant
volumes of on -site soils will be suitable for that use. Materials proposed for use as pipe
bedding should be tested by a geotechnical engineer for suitability prior to use.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 45 of 61
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Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
Imported materials should be tested and approved by a geotechnical engineer prior to
transport to the site.
SURFACE DRAINAGE
The following drainage measures are recommended for design, construction, and should
be maintained at all times after the project has been completed:
1) Wetting or drying of the foundation excavations and underslab areas should be
avoided during and after construction as well as throughout the improvements'
design life. Permitting increases/variations in moisture to the adjacent or
supporting soils may result in a decrease in bearing capacity and an increase in
volume change of the underlying soils and/or differential movement.
2) Positive surface drainage measures should be provided and maintained to
reduce water infiltration into foundation soils. The ground surface surrounding
the exterior of each building should be sloped to drain away from the foundation
in all directions. Ideally, we recommend a minimum slope of 12 inches in the first
10 feet in the areas not covered with pavement or concrete slabs, or a minimum
3 percent in the first 10 feet in the areas covered with pavement or concrete
slabs. However, we realize that these recommended slopes cannot always be
designed for this type of development. Therefore, lesser slopes can be used
provided that positive surface drainage is implemented and routinely maintained
throughout the life of the facility. In the event water is allowed to infiltrate the
foundation soils, an increase in potential movements of the structures will occur.
For areas of reduced slopes, subsurface drainage systems should be
implemented in the design.
3) Reducing the slopes to comply with ADA requirements may be necessary but.
may result in an increased potential for moisture infiltration and subsequent
volume change of the underling soils. In no case should water be allowed to
pond near or adjacent to foundation elements. However, if positive surface
drainage is implemented and maintained directing moisture away from the
building, lesser slopes can be utilized. In no case should water be allowed to
pond near or adjacent to foundation elements.
Job No. 12-3649 Ground Engineering Consultants, Inc.
Page 46 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final submittal
4) On some sites it is common to have slopes descending toward buildings. Such
slopes can be created during grading even on comparatively flat sites. In such
cases, even where the recommendation above regarding slopes adjacent to the
building is followed, water may flow to and beneath the building with resultant
additional post -construction movements. Where the final site configuration
includes graded or retained slopes descending toward the building or flatwork,
interceptor drains should be installed between the building and the slope. In
addition, where irrigation is applied on or above slopes, drainage structures
commonly are needed near the toe -of -slope to prevent on -going or recurrent wet
conditions.
5) In no case should water be permitted to pond adjacent to or on sidewalks,
hardscaping, or other improvements as well as utility trench alignments, which
are likely to be adversely affected by moisture -volume changes in the underlying
soils or flow of infiltrating water.
6) Roof downspouts and drains should discharge well beyond the perimeters of the
structure foundations (minimum 10 feet), or be provided with positive conveyance
off -site for collected waters.
7) Based on our experience with similar facilities, the project site may consist of
landscaping/watering near the building. Provided that positive, effective surface
drainage is initially implemented and maintained throughout the life of the facility,
vegetation that requires little to no watering may be located within 10 feet of the
building perimeter. Irrigation sprinkler heads should be deployed so that applied
water is not introduced near or into foundation/subgrade soils. The area
surrounding the perimeter of the building should be constructed so that the
surface drains away from the structure. Additionally, it is very important that
landscape maintenance is performed such that the amount of moisture is strictly
controlled so that the quantity of moisture applied is limited to that which is
necessary to sustain the vegetation; in no case should saturated or marshy
conditions be allowed to occur near any of the site improvements (including
throughout the landscaped islands in parking areas). Periodic inspections should
be made by facility representatives to make sure that the landscape irrigation is
functioning properly and that excess moisture is not applied.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 47 of 61
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Final Submittal
8) Use of drip irrigation systems can be beneficial for reducing over -spray beyond
planters. Drip irrigation can also be beneficial for reducing the amounts of water
introduced to foundation/subgrade soils, but only if the total volumes of applied
water are controlled with regard to limiting that introduction. Controlling rates of
moisture increase in foundation/subgrade soils should take higher priority than
minimizing landscape plant losses.
9) Where plantings are desired within 10 feet of a building, GROUND recommends
that the plants be placed in water -tight planters, constructed either in -ground or
above -grade, to reduce moisture infiltration in the surrounding subgrade soils.
Planters should be provided with positive drainage and landscape underdrains.
Colorado Geological Survey — Special Publication 43 provides additional
guidelines for landscaping and reducing the amount of water that infiltrates into
the ground.
10) Detention ponds commonly are incorporated into drainage design. When a
detention ponds fills, the rate of release of the water is controlled and water is
retained in the pond for a period of time. Where in -ground storm sewers direct
surface water to the pond, the granular pipe bedding also can direct shallow
groundwater or infiltrating surface water toward the pond. Thus, detention ponds
can become locations of enhanced and concentrated infiltration into the
subsurface, leading to wetting of foundation soils in the vicinity with consequent
heave or settlement. Therefore, unless the pond is clearly down -gradient from
the proposed buildings and other structures that would be adversely affected by
wetting of the subgrade soils, including off -site improvements, GROUND
recommends that the detention pond should be provided with an effective, low
permeability liner. In addition, cut-off walls and/or drainage provisions should be
provided for the bedding materials surrounding storm sewer lines flowing to the
pond.
11) Plastic membranes should not be used to cover the ground surface adjacent to
foundation walls. Perforated "weed barrier" membranes that allow ready
evaporation from the underlying soils may be used.
Job No. 12-3649 Ground Engineering Consultants, Inc.
Page 48 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
UNDERDRAIN/SUBSURFACE MOISTURE INFILTRATION
Installation of an underdrain system is common practice for projects of this type. All
below grade levels, partial below grade levels, crawl spaces, or other below grade void
spaces should be provided with an underdrain system. Due to the proximity of the
relocated drainage ditch, GROUND recommends that perimeter underdrains be installed
for Blocks 4 through 6. An additional cut-off drain should also be installed between the
building area and proposed water conveyance. If properly constructed, backfilled, and
maintained, an effective underdrain system can collect free water that may otherwise
infiltrate foundation/subgrade soils. Underdrains will not collect water infiltrating under
unsaturated (vadose) conditions, or moving via capillarity. Furthermore, an underdrain
not properly functioning can allow more moisture to infiltrate the foundation/subgrade
soils and induce volume change of the soils, which may result in distress. Wetting or
drying of the foundation excavations and underslab areas should be avoided during and
after construction as well as throughout the life of the facility. Permitting
increases/variations in moisture to the supporting soils may result in a decrease in
bearing capacity and an increase in settlement, heave, and/or differential movement.
Various elements of the project design, as well as site conditions before and after
construction impact the need for incorporating an underdrain system into the project
design. Design information regarding landscaping, flatwork, slopes, etc., was not
available at the time this report was prepared, so it is therefore difficult to evaluate the
need for an underdrain system. Upon request, our office is available to help evaluate
the incorporation of an underdrain system or systems.
Underdrain systems typically consist of rigid, perforated PVC drain pipe at least 4 inches
in diameter, free -draining gravel, a water -proof membrane, and filter fabric constructed
at a minimum slope of 1 percent. Upon completion and receipt of the final grading
information and the selection of foundation type(s), GROUND can provide a detail of the
perimeter drain as it relates to the proposed foundation system and minimum and
maximum depth dimension from finish floor to the pipe invert. Additionally, GROUND
can review the underdrain layout plans as they comply with this geotechnical study.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 49 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
PAVEMENT CONCLUSIONS/RECOMMENDATIONS
Existing Pavement Section discussion
Pavement thicknesses, based on our exploration program, ranged from 4 inches to 7
inches. Pavement distresses throughout the pavement area consisted of low to high
severity longitudinal cracking and alligator/fatigue cracking. Some areas, appear to
consist of recent localized preventive M & R (maintenance and rehabilitation) methods
including full -depth patching, and thin asphalt overlays. At the time of this report
preparation, it is unknown what areas will be reconstruction or rehabilitated. The area
on the north side of the mall structure appear to be performing satisfactorily and
rehabilitation/reconstruction may not be necessary while pavement areas on the east,
west, and south sides of the existing mall exhibited moderate to high severity distress
and rehabilitation/reconstruction may be deemed necessary. Below are photographs
taken during our exploration program of the existing pavement sections. Additionally,
areas that will include Ground Penetrating Radar analysis has not been defined by the
Client, but will likely be performed in the future to better determine pavement thickesses.
Phase 1
North side of the Foothills Mall — Pavement Performance Good
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 50 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
East side of Foothills Mall — Pavement Performance Fair to Poor
West Side of Foothills Mall — Pavement Performance Fair
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 51 of 61
Phase 2
Phase 3
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
Phase 2 Area — Pavement Performance Fair
Phase 3 Area — Pavement Performance Fair
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 52 of 61
Foothills Mall Redevelopment
' Fort Collins, Colorado
Final Submittal
Pavement Rehabilitation
If an overlay is desired, areas consisting of longitudinal/transverse cracking should be
sealed. In the event cracks greater than 2 inches in width are observed, removal and
replacement of the asphalt in these severe cracking areas should take place prior to the
overlay.
A mill and overlay program consisting of at least 2 inches of asphalt may be feasible for
pavements with at least 4.5 to 5 inches of existing asphalt if the resulting milled surface
is stable enough to avoid "breaking through" the stable milled asphalt surface with heavy
trucks and paving equipment. According to our core depths within the pavement areas,
a mill and overlay program may be performed in most areas. If the owner chooses to
conduct a minimum 2-inch mill and overlay program on site pavements, GROUND
' should be notified to evaluate the stability of a milled surface test section. Based on the
condition of the milled surface, total removal may be required. Contractor bid schedules
' should contain costs for both scenarios.
Although a mill and overlay program is a more cost effective means of improving a
' pavements structural capacity and correcting minor surface undulations, it should be
noted that the risk of reflective cracking exists anytime a distressed pavement (a
' pavement containing various levels and types of cracking) is overlaid.
GROUND recommends that GPR analysis be performed prior to performing a mill and
' overlay program.
' Pavement Reconstruction
A pavement section is a layered system designed to distribute concentrated traffic loads
' to the subgrade. Performance of the pavement structure is directly related to the
physical properties of the subgrade soils and traffic loadings. The standard care of
' practice in pavement design describes the recommended flexible pavement section as a
"20-year" design pavement: however, most flexible pavements will not remain in
satisfactory condition without routine maintenance and rehabilitation procedures
performed throughout the life of the pavement. Pavement designs for the private
pavements were developed in general accordance with the design guidelines and
' Job No. 12-3649 Ground Engineering Consultants, Inc. Page 53 of 61
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Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
procedures of the American Association of State Highway and Transportation Officials
(AASHTO).
Subgrade Materials
Based on the results of our field exploration and laboratory testing, the potential
pavement subgrade materials classify as A-1-a to A-6 soils in accordance with the
American Association of State Highway and Transportation Officials (AASHTO)
classification system.
For the site soils, based on our experience, a resilient modulus of 4,195 psi was
assumed for use in the pavement design. It is important to note that significant
decreases in soil support have been observed as the moisture content increases above
the optimum. Pavements that are not properly drained may experience a loss of the soil
support and subsequent reduction in pavement life.
Design Traffic
GROUND attempted to retrieve traffic information, however, this information was
unavailable. Based on our experience with similar facilities, an equivalent 18-kip daily
load application (EDLA) value of 5 was assumed for the general parking lot areas. The
EDLA value of 5 was converted to an equivalent 18-kip single axle load (ESAL) value of
36,500 for a 20-year design life. In areas of heavy truck traffic and drive lanes, an
equivalent 18-kip daily load application (EDLA) value of 10 was assumed. The EDLA
value of 10 was converted to an equivalent 18-kip single axle load (ESAL) value of
73,000 for a 20-year design life. If design traffic loadings differ significantly from these
assumed values, GROUND should be notified to re-evaluate the pavement
recommendations below.
Pavement Design
The soil resilient modulus and the assumed ESAL value were used to determine the
required design structural number for the project pavements. The required structural
number was then used to develop recommended pavement sections. Pavement
designs were based on the DARWinTM computer program that solves the 1993 AASHTO
pavement design equations. A Reliability Level of 80 percent and a terminal
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 54 of 61
Foothills Mall Redevelopment
' Fort Collins, Colorado
Final Submittal
serviceability of 2.0 were utilized for design of the pavement sections. A structural
coefficient of 0.40 was used for hot bituminous asphalt and 0.12 was used for aggregate
base course. The minimum pavement sections recommended by GROUND are
tabulated below.
Recommended Minimum Pavement Sections
Composite,_°
Full Depth °£
%Asphalt
Section F e
(Inclie's Asphalt
Rigid
°
' `Section ' a�`
Location
„;
;(inches-Asphalt)x-
-inches ,
Aggregiate>
'(inches. -,
�`Conc�ete).,F,`
Private Parking
6
4.5 / 6
5
Lot
Private Drive
Lanes and
6.5
5/6
6
Heavy Truck
Traffic
It has been GROUND's experience that if properly constructed and maintained, a
composite pavement section can provide better long-term performance. We recommend
that primary delivery truck routes such as the dock area, trash collection area, as well as
other pavement areas subjected to high turning stresses or heavy truck traffic be
provided with rigid pavements consisting of 6 or more inches of Portland cement
concrete. For enhanced performance, concrete sections should be underlain by 6 inches
of properly compacted aggregate base. Reinforcement bar should be considered in rigid
pavements to reduce differential movement when cracking occurs.
Asphalt pavement should consist of a bituminous plant mix composed of a mixture of
aggregate and bituminous material. Asphalt mixture(s) should meet the requirements of
a job -mix formula established by a qualified Engineer.
Concrete pavements should consist of a plant mix composed of a mixture of aggregate,
Portland cement and appropriate admixtures meeting the requirements of a job -mix
formula established by a qualified engineer. Concrete should have a minimum modulus
' of rupture of third point loading of 650 psi. Normally, concrete with a 28-day compressive
strength of 4,000 psi should develop this modulus of rupture value. The concrete should
' Job No. 12-3649 Ground Engineering Consultants, Inc. Page 55 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
be air -entrained with approximately 6 percent air and should have a minimum cement
content of 6 sacks per cubic yard. Maximum allowable slump should be 4 inches.
In areas of repeated turning stresses we recommend that the concrete pavement joints
be fully tied or doweled. We suggest that civil design consider joint layout in accordance
with CDOT's M Standards. Standard plans for placement of ties and dowels, etc.,
(CDOT M Standards) for concrete pavements can be found at the CDOT website:
http://www.dot.state.co.us/DesignSupporU
If composite flexible sections are placed, the aggregate base material should meet the
criteria of CDOT Class 6 aggregate base course. Base course should be placed in
uniform lifts not exceeding 8 inches in loose thickness and compacted to at least 95
percent of the maximum dry density a uniform moisture contents within 3 percent of the
optimum as determined by ASTM D1557 / AASHTO T-180, the "modified Proctor."
Subgrade Preparation
Shortly before placement of pavement, including aggregate base, the exposed subgrade
soils should be scarified and/or processed to a depth of at least 12 inches, mixed to
achieve a uniform moisture content and then re -compacted in accordance with the
recommendations provided in the Project Earthwork section of this report. Subgrade
preparation should extend the full width of the pavement from back -of -curb to back -of -
curb. As stated in the Exterior Flatwork section, greater depths of subgrade processing
will further reduce potential pavement movements. The shallow processing depth
indicated above will not eliminate potential movements.
It is not possible to accurately correlate subgrade stability with information derived from
site observations made during the geotechnical exploration or subsequent laboratory
testing. It is often our experience that when pavements are removed, the pavement
subgrade experiences instability when subjected to construction and/or traffic loading,
even when laboratory testing suggests reasonable moisture contents and
density. Therefore, it may be necessary to stabilize the majority of the existing subgrade
prior to repaving. This may require reprocessing or chemical stabilization of existing
soils or removal and replacement with other site materials or imported soil. Our office
should be retained to observe the subgrade condition and stability during the removal
process. If additional or more specific information is required, then we suggest removal
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 56 of 61
Foothills Mall Redevelopment
' Fort Collins, Colorado
Final Submittal.
' of several. large sections of these pavement areas for evaluation prior to design or
bidding.
' The Contractor should be prepared either to dry the subgrade materials or moisten
them, as needed, prior to compaction. It may be difficult for the contractor to achieve
' and maintain compaction in some on -site soils encountered without careful control of
water contents. Likewise, some site soils likely will "pump" or deflect during compaction
' if moisture levels are not carefully controlled. The Contractor should be prepared to
process and compact such soils to establish a stable platform for paving, including use
of chemical stabilization, if necessary.
Immediately prior to paving, the subgrade should be proof rolled with a heavily loaded,
' pneumatic tired vehicle. Areas that show excessive deflection during proof rolling should
be excavated and replaced and/or stabilized. Areas allowed to pond prior to paving will
require significant re -working prior to proof -rolling. Passing a proof roll is an additional
' requirement, beyond placement and compaction of the subgrade soils in accordance
with the recommendations in this report. Some soils that are compacted in accordance
' with the recommendations herein may not be stable under a proof roll, particularly at
moisture contents in the upper portion of the acceptable range.
Additional Observations
' The collection and diversion of surface drainage away from paved areas is extremely
important to the satisfactory performance of the pavements. The subsurface and
surface drainage systems should be carefully designed to ensure removal of the water
from paved areas and subgrade soils. Allowing surface waters to pond on pavements
will cause premature pavement deterioration. Where topography, site constraints, or
' other factors limit or preclude adequate surface drainage, pavements should be provided
with edge drains to reduce loss of subgrade support. The long-term performance of the
pavement also can be improved greatly by proper backfilling and compaction behind
' curbs, gutters, and sidewalks so that ponding is not permitted and water infiltration is
reduced.
' Landscape irrigation in planters adjacent to pavements and in "island" planters within
paved areas should be carefully controlled or differential heave and/or rutting of the
nearby pavements will result. Drip irrigation systems are recommended for such
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 57 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
planters to reduce over -spray and water infiltration beyond the planters. Enclosing the
soil in the planters with plastic liners and providing them with positive drainage also will
reduce differential moisture increases in the surrounding subgrade soils.
GROUND's experience indicates that longitudinal cracking is common in asphalt -
pavements generally parallel to the interface between the asphalt and concrete
structures such as curbs, gutters or drain pans. Distress of this type is likely to occur
even where the subgrade has been prepared properly and the asphalt has been
compacted properly. As stated, some of these types of distress should be anticipated.
The use of thick base course or reinforced concrete pavement can minimize this. Our
office should be contacted if these alternates are desired.
The design traffic loading does not include excess loading conditions imposed by heavy
construction vehicles. Consequently, heavily loaded concrete, lumber, and building
material trucks can have a detrimental effect on the pavement. GROUND recommends
that an effective program of regular maintenance be developed and implemented to seal
cracks, repair distressed areas, and perform thin overlays throughout the life of the
pavements.
CLOSURE
Geotechnical Review
The author of this report should be retained to review project plans and specifications to
evaluate whether they comply with the intent of the recommendations in this report. The
review should be requested in writing.
The geotechnical recommendations presented in this report are contingent upon
observation and testing of project earthworks by representatives of GROUND. If another
geotechnical consultant is selected to provide materials testing, then that consultant
must assume all responsibility for the geotechnical aspects of the project by concurring
in writing with the recommendations in this report, or by providing alternative
recommendations.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 58 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
Materials Testing
The client should consider retaining a Geotechnical Engineer to perform materials
testing during construction. The performance of such testing or lack thereof, in no way
alleviates the burden of the contractor or subcontractor from constructing in a manner
' that conforms to applicable project documents and industry standards. The contractor
or pertinent subcontractor is ultimately responsible for managing the quality of their work;
' furthermore, testing by the geotechnical engineer does not preclude the contractor from
obtaining or providing whatever services they deem necessary to complete the project in
accordance with applicable documents.
Limitations
' This report has been prepared for the Walton Foothills Holdings VI, LLC as it pertains to
the proposed Foothills Mall Redevleopment as described herein. It may not contain
' sufficient information for other parties or other purposes. The owner or any prospective
buyer relying upon this report must be made aware of and must agree to the terms,
' conditions, and liability limitations outlined in the proposal.
In addition, GROUND has assumed that project construction will commence by Spring
' 2013. Any changes in project plans or schedule should be brought to the attention of the
Geotechnical Engineer, in order that the geotechnical recommendations may be re-
evaluated and, as necessary, modified:
The geotechnical conclusions and recommendations in this report relied upon
' subsurface exploration at a limited number of exploration points, as shown in Figure 1,
as well as the means and methods described herein. Subsurface conditions were
' interpolated between and extrapolated beyond these locations. It is not possible to
guarantee the subsurface conditions are as indicated in this report. Actual conditions
exposed during construction may differ from those encountered during site exploration.
If during construction, surface, soil, bedrock, or groundwater conditions appear to be at
variance with those described herein, the Geotechnical Engineer should be advised at
' once, so that re-evaluation of the recommendations may be made in a timely manner. In
addition, a contractor who relies upon this report for development of his scope of work or
' cost estimates may find the geotechnical information in this report to be inadequate for
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 59 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
his purposes or find the geotechnical conditions described herein to be at variance with
his experience in the greater project area. The contractor is responsible for obtaining
the additional geotechnical information that is necessary to develop his workscope and
cost estimates with sufficient precision. This includes current depths to groundwater,
etc.
The materials present on -site are stable at their natural moisture content, but may
change volume or lose bearing capacity or stability with changes in moisture content.
ALL DEVELOPMENT CONTAINS INHERENT RISKS. It is important that ALL aspects
of this report, as well as the estimated performance (and limitations with any such
estimations) of proposed project improvements are understood by the Client, Project
Owner (if different), or properly conveyed to any future owner(s). Utilizing these
recommendations for planning, design, and/or construction constitutes understanding
and acceptance of recommendations or information provided herein, potential risks,
associated improvement performance, as well as the limitations inherent within such
estimations. If any information referred to herein is not well understood, it is imperative
for the Client, Owner (if different), or anyone using this report to contact the author or a
company principal immediately.
Performance of the proposed structures and pavement will depend on implementation of
the recommendations in this report and on proper maintenance after construction is
completed. Because water is a significant cause of volume change in soils and rock,
allowing moisture infiltration may result in movements, some of which will exceed
estimates provided herein and should therefore be expected by the owner.
This report was prepared in accordance with generally accepted soil and foundation
engineering practice in the project area at the date of preparation. GROUND makes no
warranties, either expressed or implied, as to the professional data, opinions or
recommendations contained herein. Because of numerous considerations that are
beyond GROUND's control, the economic or technical performance of the project cannot
be guaranteed in any respect.
Job No. 12-3649 Ground Engineering Consultants, Inc. Page 60 of 61
Foothills Mall Redevelopment
Fort Collins, Colorado
Final Submittal
GROUND appreciates the opportunity to complete this portion of the project and
welcomes the opportunity to provide the Owner with a cost proposal for construction
observation and materials testing prior to construction commencement.
Sincerely,
GROUND Engineering Consultants, Inc.
Amy Crandall, E.I.
Reviewed by Andrew J. Suedkamp, P.E.
Job No. 12-3649 Ground Engineering Consultants, Inc.
Page 61 of 61
No Text
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LEGEND:
® Asphalt
® Concrete
Sand and Clay: Interbedded, fine to meduim grained, low to highly plastic, medium to very stiff/loose to
KOK medium dense, slightly moist to moist, light brown to reddish brown in color, and occasionally
calcareous.
Sand: Silty to clayey, medium to coarse grained with occasional gravel, non -plastic to low plastic,
medium dense to dense, moist to wet, and reddish brown to light brown in color.
Sand and Gravel: Interbedded, coarse to gravel grained, non -plastic to low plastic, medium dense to
very dense, moist to wet, and reddish brown in color.
MSandstone Bedrock (Comparably Unweathered Bedrock): Silty to clayey, medium to coarse grained, low
plastic, hard to resistant, dry to moist, light brown in color, and occasionally iron -stained. Please note
that the sandstone may be cemented and relatively resistant, which may complicate excavation such as
deep foundations.
Sandstone and Claystone Bedrock (Comparably Unweathered Bedrock): Interbedded, fine to medium
grained, low to highly plastic, medium hard to very hard, dry to moist, light brown in color, and
occasionally iron -stained.
PDrive sample, 2-inch I.D. California liner sample [; Small disturbed sample
23/12 Drive sample blow count, indicates 23 blows of a 140-pound hammer falling 30 inches were
required to drive the sampler 12 inches.
0
Depth to water level and number of days after drilling that measurement was taken.
NOTES:
1) Test holes were drilled on 09/18/2012 through 09/26/2012 with 4-inch diameter continuous
flight power augers.
2) Locations of the test holes were measured approximately by pacing from features shown on
the site plan provided.
3) Elevations of the test holes were measured and the logs of the test holes are drawn to
Elevation.
4) The test hole locations and elevations should be considered accurate only to the degree
implied by the method used.
5) The lines between materials shown on the test hole logs represent the approximate
boundaries between material types and the transitions may be gradual.
6) Groundwater level readings shown on the logs were made at the time and under the conditions
indicated. Fluctuations in the water level may occur with time.
7) The material descriptions on this legend are for general classification purposes only.
See the full text of this report for descriptions of the site materials and related recommendations.
I
I
I
COMPACTION TEST REPORT For Curve No. 185
133
I
128
123
n
I
°
10.9°
120.1 PC
-
N
c
—
—
—
v
118
113
108
5 7 9 11 13 15 17
Water content, %
—e--- - Rock Corrected —o— - Uncorrected
Test specification: ASTM D 698-07 Method A Standard
ASTM D 4718-87 Oversize Corr. Applied to Each Test Point
Elev/
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
% >
#4
%<
No.200
USCS
AASHTO
s(CL)
A-4(3)
29
10
13
58.0
ROCK CORRECTED TEST RESULTS
UNCORRECTED
MATERIAL DESCRIPTION
Maximum dry density = 124.3 pcf
Optimum moisture = 9.6 %
120.1 pcf
10.9 %
Project No. 12-3649 Client: Walton Foothills Holdings, VI, LLC, c/o
Project: Foothills Mall Redevelopment
Date: 09/24/
o Location: TH - 35-38, P4-P7, Top 5' Sample Number: 185
Remarks:
Figure 8
GROUND ENGINEERING CONSULTANTS, INC.
L- ENGLEWOOD CO.
COMPACTION TEST REPORT For Curve No. 177
128
+
_T_
123
T
I
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118
CL
w
.N
c
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Z
113
108
103
4 6 8 10 12 14 16
Water content, %
-9 Rock Corrected —o-- Uncorrected
Test specification: ASTM D 698-07 Method A Standard
ASTM D 4718-87 Oversize Corr. Applied to Each Test Point
Elev/
Depth
Classification
Nat.
Moist.
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LL
PI
% >
#!4
% <
No.200
USCS
AASHTO
SC
A-4(0)
26
9
9.8
38.7
ROCK CORRECTED TEST RESULTS
UNCORRECTED
MATERIAL DESCRIPTION
Maximum dry density = 122.1 pef
Optimum moisture = 9.8 %
118.9 pcf
10.7 %
Project No. 12-3649 Client: Walton Foothills Holdings, VI, LLC, c/o
Project: Foothills Mall Redevelopment
Date: 09/21/
o Sample Number: 177
Remarks:
Figure 9
GROUND ENGINEERING CONSULTANTS, INC.
IL__ ENGLEWOOD CO.
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GROUND
ENGINEERING CONSUI.TRNTS
TABLE 3
PERCOLATION TEST RESULTS
Test Date: 9/25/2012
Tested By: JC
Hole
No.
Hole
Depth
(inches)
Time
Interval
(minutes)
Initial
Water
Depth
(inches)
Ending
Water
Depth
(inches)
Drop in
Water
Level
(inches)
Percolation
Rate
(minfin)
1
36.0
30
32
30
2
15
30
30
28
2
15
30
28
26
2
15
30
26
24.75
1.25
24
30
24.75
23
1.75
17
30
23
22.25
0.75
;� �,
30
22.25
21.75
0.5
30
21.75
21.25
0.5
2
36.0
30
31.5
29.75
1.75
17
30
29.75
29.25
0.5
60
30
29.25
28.75
0.5
60
30
28.75
28.15
0.6
50
30
28.15
27.75
0.4
75
30
27.75
27.25
0.5
30
27.25
26.75-
0.5
0
30
26.75
26.25
0.5
6(}
3
36.0
30
32.00
29
3
10
30
29
28.1
0.9
33
30
28.1
27.3
0.8
38
30
27.3
26.75
0.55
55
30
26.75
26.3
0.45
67
30
26.3
25.8
0.5
60
30
25.8
25.4
0.4
f5
30
25.4
25
0.4&75'
30
25
24.5
0.5
Q
Average Percolation Rate (minln) = 61
L
[1
I
GROUND
ENGINEERING CONSULTRNTS
TABLE 4
PERCOLATION TEST RESULTS
Test Date: 9/25/2012
Tested By: JC
Hole
No.
Hole
Depth
(inches)
Time
Interval
(minutes)
Initial
Water
Depth
(inches)
Ending
Water
Depth
(inches)
Drop in
Water
Level
(inches)
Percolation
Rate
(minhn)
1
36.0
33
32.75
30
2.75
12
32.75
32.5
28
4.5
7
30
32.5
32.25
0.25
120
30
32.25
32.125
0.125
240
30
32.125
31.875
0.25
120
30
31.875
31.75
0.125
•�244
30
31.75
31.5
0.25
30
31.5
31.25
0.25
�
2
36.0
30
33.5
33.25
0.25
120
30
33.25
33
0.25
120
30
33
32.875
0.125
240
30
32.875
32.75
0.125
240
30
32.75
32.5
0.25
120
30
32.5
32.375
0.125
� - - ,
30
32.375
32.25
0.125
_
30
32.25
32.125
0.125-
4 ®��'
3
36.0
30
33.50
33.25
0.25
120
30
33.25
33
0.25
120
30
33
32.875
0.125
240
30
32.875
32.625
0.25
120
30
32.625
32.5
0.125
240
30
32.5
32.375
0.125
240
30
32.5
32.375
0.125
24p
30
32.375
32.25
0.125
240
30
32.25
32.125
0.125
2
Average Percolation Rate (min/in) = 213
11
APPENDIX 6
I
1
Page 48
No Text
' RA. Smith National
i
Beyond Surveying
and Engineering
' Foothills Mall Redevelopment
Overland flow calculations for flow past basement parking garage ramps
Introduction
' The Foothills Mall Redevelopment plans show several residential buildings with underground parking garages.
Calculations were performed to determine the maximum expected high water elevation for curbline flows in the
roads adjacent to the garage ramps, and are presented here. Other pertinent analysis points were also chosen.
See STORMWATER OVERFLOW ROUTE EXHIBIT (Exhibit) for the exact locations that are referred to in the
calculations; see the Construction Plans for grading and storm sewer details that relate to the calculations.
' Basis for Calculations
1. The maximum design storm for this analysis is the 100-year, or 1%, storm.
2. Expected maximum flows were calculated using the Rational Method.
11
I
I
I
I
3. Drainage areas tributary to each analysis point were determined based on expected flow paths for large
storms, meaning the tributary areas do not necessarily correspond to the storm sewer tributary areas
(as the storm sewer is generally designed for the 2-year, or 50%, storm). It is assumed in large storms
the roof scuppers will drain to overland areas. Drainage areas are shown on the Exhibit.
4. For the purposes of calculating the flows for this analysis, it is assume that the storm sewer is not
carrying any flow, and instead all flow runs overland, and no flow is routed to the sand filters. This is a
conservative approach, as under head the storms sewers, even with a 2-year storm design, will carry
more than the runoff produced by the 2-year storm.
Results Summary
The calculations show at least a 1-foot freeboard between the calculated water surfaces and the associated
overflow points. See chart for a summary, and the calculations that follow for more details.
Analysis
Point
Max calculated
water surface
elevation
Overflow point
Overflow point
elevation
Freeboard provided
1
5014.70
Lot 6 Ramp
5015.75
1.05'
2
n/a
Flow split only
3
5014.25
Lot 5 Retaining wall
5015.25
1.0'
4
5009.39
Lot 5 Ramp
5010.50
1.11,
5
5008.49
Lot 4 Retaining wall
5009.60
1.11,
6
5003.92
Lot 4Ramp
5005.0
1.08'
Prepared by Paul Mcllheran, P.E.
01/15/2013
Deliver excellence, vision, and responsive service to our clients.
I
16745 W. Bluemound Rd., Suite 200 -Brookfield, WI 53005 . (262) 781-1000 -Fax (262) 781-8466
Appleton, Wl . Orange, CA . Pittsburgh, PA . rasmithnational.com
No Text
' Hydrology Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
' analysis point 1: SE Resi Ramp
' Hydrograph type = Rational
Storm frequency (yrs) = 100
Drainage area (ac) = 21.500
' Rainfall Inten (in/hr) = 5.709
OF Curve = Fort Collins IDF.IDF
Q (cfs)
120.00
'
100.00
80.00
1
60.00
'
40.00
'
20.00
0 00
0
Friday, Jan 11 2013
Peak discharge (cfs) = 104.33
Time interval (min)
= 1
Runoff coeff. (C)
= 0.85
Tc by User (min)
= 20
Rec limb factor
= 1.00
Runoff Hydrograph
100-yr frequency
5 10 15
Runoff Hyd - Qp = 104.33 (cfs)
I
25
Hydrograph Volume = 125,192 (cult); 2.874 (acft)
30
35
Q (cfs)
120.00
100.00
40.00
20.00
-X- &00
40
Time (min)
Channel Report
Hydraflow Express Extension for AutoCADE Civil 3D9) 2012 by Autodesk, Inc.
analysis point 1: South Resi Ramp
User -defined
Highlighted
Invert Elev (ft) = 5013.90
Depth (ft)
Slope (%) = 0.60
Q (Cfs)
N-Value = 0.014
Area (sqft)
Velocity (ft/s)
Calculations
Wetted Perim (ft)
Compute by: Known Q
Crit Depth, Yc (ft)
Known Q (cfs) = 104.00
Top Width (ft)
EGL (ft)
(Sta, El, n)-(Sta, El, n)...
( 10.00, 5015.00)-(54.00, 5013,90, 0.013)-(61.00, 5014.15, 0.013)-(67.00, 5014.20,
0.013)-(79.00, 5015.75, 0.020)
Elev (ft) Section
16.00
15
14
13
5013.&
-5 0
Friday, Jan 11 2013
= 0.80
= 104.00
= 21.63
= 4.81
= 48.90
= 0.89
= 48.86
= 1.16
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85
Depth (ft)
2.10 ,
1.60 '
1.10
0.60 ,
0.10 '
-0.40 '
-0.90
Sta (ft)
745 W.
mound Road
_ R.A. Smith National Brookfield, We53005-5938
PROJECT rod-kytl(S 262-781-1000
BgcndSurvrying 262-781-8466Fax
PROJECT NO. BY and Engineering www.rasmithnational.com
DATE Q - Z 2 •1L PAGE Z OF
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�Q(yN 4rnan L-ot.3) �= 0.90 c-)•2 SD Iq, 60
PT L= 0. 3 s- 0�) COt: N, .s. o c cxF C-o . hvj
(Sk->Cl orJ GQAZ.4" PcnNWHtt WA 64- teSS f-AAtJ 0,-?<"4f27v0
f S C ^S; —TV S� A
SO �, CA�cu�ti� Q�irtq.a�h LaJ i1ti�'i vvc;s O
' PaS\wi. SE;WQL fu1)ALL
' (?`� _ ! o.`f C<-S /O y —/ 8 = e 6 mars
• �6 GeS UJt9L�t_c..,� "�' N0�-� L�i�, �r D�Wt=�
Channel Report
Hydraflow Express Extension for Auto CAD® Civil 3D® 2012 by Autodesk, Inc.
Friday, Jan 1
analysis point 2: High Point Downstream of
South Resi Ramp
User -defined
Highlighted
Invert Elev (ft) = 5013.90
Depth (ft)
= 0.70
Slope (%) = 0.90
Q (cfs)
= 104.00
N-Value = 0.013
Area (sqft)
= 20.06
Velocity (ft/s)
= 5.19
Calculations
Wetted Perim (ft)
= 57.26
Compute by: Known Q
Crit Depth, Yc (ft)
= 0.84
Known Q (cfs) = 104.00
Top Width (ft)
= 57.14
EGL (ft)
= 1.12
(Sta, El, n)-(Sta, El, n)...
( 10.00, 5014.95)-(43.00, 5014.25, 0.013)-(73.00, 5013.90, 0.013)-(74.00, 5014.40,
0.013)-(87.00, 5014.67, 0.015)-(111.00, 5016.00, 0,017)
Elev (ft)
5017,00
501
Ai7i
501
5013i00
5012'.00
-10
Section
0 10 20 30 40 50 60 70 80 90
2013
1
1
Depth (ft)
2.10
1.10 t
0.10
-0.90 i
-1.90
100 110 120 130 '
Sta (ft)
I
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3DV 2012 by Autodesk, Inc
Wednesday, Jan 2 2013
'
analysis point 2: High Point Downstream of
South Resi Ramp
User -defined
Highlighted
1
Invert Elev (ft) = 5013.90
Depth (ft)
= 0.35
Slope (%) = 0.90
Q (cfs)
= 18.23
N-Value = 0,013
Area (sqft)
= 5.37
Velocity (ft/s)
= 3.39
Calculations
Wetted Perim (ft)
= 30.78
Compute by: Known Depth
Crit Depth, Yc (ft)
= 0.41
'
Known Depth (ft) = 0.35
Top Width (ft)
= 30.70
EGL (ft)
= 0.53
(Sta, El, n)-(Sta, El, n)...
( 10,00, 5014.95)-(43.00, 5014.25, 0.013)-(73.00, 5013.90, 0.013)-(74.00, 5014.40,
0.013)-(87.00, 5014.67, 0.015)-(111.00, 5016,00, 0.017)
1
Elev (ft)
Section
C5017
00
501600
501500
I
I
501400
501300
' -10 0
10 20 30 40 50 60 70 80 90 100 110 120 130
Depth (ft)
3.10
2.10
1.10
0.10
M
MI<.w
Sta (ft)
W. Bluemound Road
t
R.A. Smith National
Brooms
59 8
PROJECT �UJ tk S
Beyond Surveying
262-781-1000
262-781-8466 Fax
PROJECT NO. BY 74 " \
and Engineering
www.rasmithnational.com
DATE PAGE OF
AN s is P I AJ 3
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Hydrology Report
Hydraflow Express Extension for AutoCAD® Civil 3DO 2012 by Autodesk, Inc. Friday, Jan 11 2013
Analysis Point 3: north lanes of southernmost drive on Stanford from ring road east
Hydrograph type
= Rational
Storm frequency (yrs)
= 100
Drainage area (ac)
= M10
Rainfall Inten (in/hr)
= 9.937
OF Curve
= Fort Collins IDF.IDF
Q (cfs)
6.00 —
5.00
4.00
3.00
2.00
1.00
0.00
0
Runoff Hyd - Qp = 5.15 (cfs)
Peak discharge (cfs) = 5.152
Time interval (min) = 1
Runoff coeff. (C) = 0.85
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
100-yr frequency
5
Hydrograph Volume =1,546 (cuft); 0.035 (acft)
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
X- 0.00
10
Time (min)
Channel Report
Hydraflow Express Extension for AutoCADJ Civil 3DO 2012 by Autodesk, Inc.
Friday, Jan
11 2013
Analysis Point 3: north lanes of southernmost drive on stanford
'
User -defined
Highlighted
Invert Elev (ft) = 5013.40
Depth (ft) =
0.85
'
Slope (%) = 0.90
Q (Cfs) =
91.00
N-Value = 0.013
Area (sqft) =
13.38
Velocity (ft/s) =
6.80
Calculations
Wetted Perim (ft) =
26.28
Compute by: Known Q
Crit Depth, Yc (ft) =
1.07
Known Q (cfs) = 91.00
Top Width (ft) =
25.76
'
EGL (ft) =
1.57
(Sta, El, n)-(Sta, El, n)...
( 10.00, 5015.25)-(1025. 5014 12, 0 020)-(13.00, 5014.00, 0.013)-(19 00, 5013.90, 0.013)-(19 50, 5013 40, 0.013)-(35 50.. 5013.77, 0.013)-(36 00, 5014.27, 0'
-(51.00, 5014.27, 0.020)
Elev (ft) Section
Depth (ft)
'
2.60
5016.00
'
2.10
'
5015.50
1.60
'
5015.00
1.10
5014.50
-7t
0.60
'
5014.00
0.10
501
.50
1
5013.00
-0.40
501 .50
-0.90
0 5 10 15 20 25 30 35 40 45 50 55 60
Sta (ft)
nd
1 R.A. Smith National 1600k el , Wl 53 05-Road
Brookfield, WI 53005-5938
262-781-1000
1 PROJECTU�t�S Beyond Surveying 262-781-8466 Fax
r
PROJECT NO 3 I to t t S BY t'j „.A and Engineering www.rasmithnational.com
DATE IZ-PAGE I OF I
1
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Channel Report
Hydraflow Express Extension for AutoCAIM Civil 31)® 2012 by Autodesk, Inc.
Friday, Jan
Analysis Point 4 - Lot 5 driveway
User -defined
Highlighted
Invert Elev (ft) = 5008.85
Depth (ft)
= 0.54
Slope (%) = 0.50
Q (cfs)
= 42.00
N-Value = 0.014
Area (sqft)
= 13.15
Velocity (ft/s)
= 3.19
Calculations
Wetted Perim (ft)
= 44.64
Compute by: Known Q
Crit Depth, Yc (ft)
= 0.55
Known Q (cfs) = 42.00
Top Width (ft)
= 44.63
EGL (ft)
= 0.70
(Sta, El, n)-(Sta, El, n)...
( 10.00, 5010.05)-(10.50, 5009.55, 0.013)-(43.00, 5008.85, 0.013)-(49.50, 5009.00,
0.013)-(56.00, 5009.07, 0.013)-(75.00, 5010.00, 0.020)
Elev (ft) Section
5011.00
5010
15008. 00
-5 0
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80
2013 ,
Depth (ft) '
2.15 '
1.65
1.15
1
0.65 ,
0.15 '
-0.35 '
-0.85
Sta (ft)
Hydrology Report
Hydra°low Express Extension for ALtoCADG Civil 3D& 2012 by Autodesk, Inc.
Analysis Point 4 - Lot 5 driveway
Hydrograph type
= Rational
Storm frequency (yrs)
= 100
Drainage area (ac)
= 6.270
Rainfall Inten (in/hr)
= 7.909
OF Curve
= Fort Collins IDF.IDF
Q (cfs)
50.00
40.00
011192
20.00
10.00
0.00 K '
0 5
Runoff Hyd - Qp = 42.15 (cfs)
Friday, Jan 11 2013
Peak discharge (cfs) = 42.15
Time interval (min) = 1
Runoff coeff.(C) = 0.85
Tc by User (min) = 10
Rec limb factor = 1.00
Runoff Hydrograph
100-yr frequency
10
Hydrograph Volume = 25,290 (tuft); 0.581 (acft)
15
Q (cfs)
50.00
40.00
10.00
0.00
20
Time (min)
16745 W. Bluemound Road '
_ R.A. Smith National Brookfield, WI 53005-5938
f-(w� H��S
262-781-1000
PROJECT
Beyond Surveying 262-781-8466 Fax '
PROJECT NO. BY and Engineering www.rasmithnational.com
DATE PAGE OF L
1
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'
el Road
R.A. Smith National
Brookfield, WI 53005-5938
Brook , Wl 53 05-
��.iowk-a.S
Beyond Surveying
262-781-1000
262-781-8466 Fax
'PROJECT
PROJECT NO. BY i -h
and Engineering
www.rasmithnational.com
DATE PAGE OF L
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Hydrology Report
Hydraflow Express Extension for AutoCACe Civil KM 2012 by Autodesk, Inc.
Analysis Point 5
Hydrograph type
= Rational
Storm frequency (yrs)
= 100
Drainage area (ac)
= 0.870
Rainfall Inten (in/hr)
= 7.909
OF Curve
= Fort Collins IDF.IDF
Q (cfs)
6.00
5.00
E16141111
MIN
W1191
1.00
0.00 ; '
0 5
Runoff Hyd - Op = 5.85 (cfs)
Friday, Dec 28 2C12
Peak discharge (cfs) = 5.849
Time interval (min)
= 1
Runoff coeff. (C)
= 0.85
Tc by User (min)
= 10
Rec limb factor
= 1.00
Runoff Hydrograph
100-yr frequency
10
Hydrograph Volume = 3,509 (cult); 0.081 (acft)
15
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
-X- 0.00
20
Time (min)
' Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Friday, Jan 11 2013
'
Analysis Point 5
User -defined
Highlighted
'
Invert Elev (ft) = 5007.80
Depth (ft)
= 0.69
Slope (%) = 1.00
Q (cfs)
= 48.00
'
N-Value = 0.013
Area (sqft)
Velocity (ft/s)
= 12.90
= 3.72
Calculations
Wetted Perim (ft)
= 64.85
Compute by: Known Q
Crit Depth, Yc (ft)
= 0.76
'
Known Q (cfs) = 48.00
Top Width (ft)
= 64.36
EGL (ft)
= 0.91
(Sta, El, n)-(Sta, El, n)...
( 29.00, 5009.00)-(65.50, 5008.20, 0.013)-(66.00, 5006.70, 0.013)-(72.00, 5008,80,
0.013)-(75.00, 5009,00, 0.013)-(110.00, 5009.00, 0.013)-(110.50, 5008.65,
-(114.00, 5008.40, 0.013)-(120.00, 5008.30, 0.013)-(120.50, 5007.80, 0.013)-(136.00, 5008.50, 0.013)-(136.50, 5009.00,
0.020)-(146.00, 5008,80, 0.013)-(14E
-(174.00, 5008.35, 0.013)-(174.50, 5008.85, 0.013)-(180.00, 5008.85, 0.013)-(186.00, 5008.90, 0.013)-(196.00, 5010.00,
0.020)
1
' Elev (ft)
' 5011.00
5010.00
1
' 5009.00
5008.00
1
' 5007.00
'S006.00
-20 0
1
Section
20 40 60 80 100 120 140 160 180 200
Sta (ft)
Depth (ft)
3.20
2,20
1.20
0.20
'i4I:i11l
-1.80
220
Channel Report
'
Hydraflow Express Extension for AutoCAD® Civil 3M 2012 by Autodesk, Inc.
Friday, Jan 11 2013
Analysis Point 5
'
User -defined
Invert Elev (ft) = 5007.80
Highlighted
Depth (ft)
= 0.69
'
Slope (%) = 1.00
Q (Cfs)
= 44.78
N-Value = 0.013
Area (sqft)
= 10.94
Velocity (ft/s)
= 4.09
'
Calculations
Wetted Perim (ft)
= 51.22
Compute by: Known Depth
Crit Depth, Yc (ft)
= 0.77
Known Depth (ft) = 0.69
Top Width (ft)
= 50.86
'
EGL (ft)
= 0.95
(Sta, El, n)-(Sta, El, n)...
( 110,00. 5009.00)-(110.50, 5008.65, 0.013)-(114.00, 5008.40, 0.013)-(120.00, 5008.30,
0.013)-(120.50, 5007.80, 0.013)-(136.00,
5008.50, 0.013)-(136.50, 5C'
-(146.00, 5008.80, 0.013)-(146.50, 5008.30, 0.013)-(174.00, 5008,35, 0.013)-(174.50, 5008,85, 0.013)-(180.00, 5008.85,
0.013)-(1B6.00, 5008.90, 0.013)-(19E
1
'
Elev (ft) Section
Depth (ft)
5011.00
3.20
'
50
2.20
10.00
1
1.20
'
00
v
'
0.20
00
-0.80
'
00
-1.80
00
90 100 110 120 130 140 150 160 170
180 190 200 210
'
Sta (ft)
'
Road
R.A. Smith National Broo f W.
Blue
53005 938
PROJECT wftftw262-781-1000
Beyond Surveying 262-781-8466 Fax
PROJECT NO. BY and Engineering www-rasmithnational.com
DATE PAGE OF
1
LA9t �t
' L K�GpQcx;vbH
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-i� o. q3 soy 3,qv
Hydrology Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Analysis Point 6 - lot 4 driveway
Hydrograph type
= Rational
Storm frequency (yrs)
= 100
Drainage area (ac)
= 6,150
Rainfall Inten (inlhr)
= 7.909
OF Curve
= Fort Collins IDF.IDF
Q (cfs)
50.00
40,00
30,00
20.00
10.00
0.00 1
0 5
Runoff Hyd - Qp = 41.34 (cfs)
Friday, Jan 11 2013
Peak discharge (cfs) = 41.34
Time interval (min)
= 1
Runoff coeff. (C)
= 0.85
Tc by User (min)
= 10
Rec limb factor
= 1.00
Runoff Hydrograph
100-yr frequency
10
Hydrograph Volume = 24,806 (cuft); 0.569 (scft)
15
Q (cfs)
50.00
40.00
30.00
20.00
10.00
x- 0.00
20
Time (min)
1�
'
Channel Report
Hydraflow Express Extension for AutcCAD® Civil 3D® 2012 by Autodesk, Inc.
Friday. Jan 11 2013
'
Analysis Point 6 - at Lot 4 driveway ramp
User -defined
Highlighted
'
Invert Elev (ft) = 5003.50
Depth (ft)
= 0.43
Slope (%) = 1.50
Q (cfs)
= 44.00
N-Value = 0.014
Area (sqft)
= 8.12
'
Velocity (ft/s)
= 5.42
Calculations
Wetted Perim (ft)
= 30.76
Compute by: Known Q
Crit Depth, Yc (ft)
= 0.58
Known Q (cfs) = 44.00
Top Width (ft)
= 30.74
EGL (ft)
= 0.89
(Sta, El, n)-(Sta, El, n)...
'
( 100.00, 5005.00)-(151.00, 5003.50, 0.013)-(156.00, 5003.57, 0.013)-(164.00, 5003.65,
0.013)-(179.00, 5005,00, 0.020)
Elev (ft)
' 50)6.00
' 50)5.50
50)5.00
50)4.50
' 50)4.00
50)3.50
' 50 3.00
80
1
Section
Depth (ft)
2.50
2.00
1.50
1.00
0.50
9110111]
_n rn
90 100 110 120 130 140 150 160 170 180 190 v vv
Sta (ft)
D"
E
W w
w w
a �
Ln
O 3
z Q
w
U®®
ANAI Y.qi.q
YSI'DENTIAL LOT 6
`1 SF-1
RESIDENTIAL LOT 3
/ CO
GRAPHIC SCALE
50 0 25 50 100 200
( IN FEET }
1 Inch = 100 ff.
NOTE.° THIS EXHIBIT INTENDED TO BE
DIAGRAMMA TIC ONLY SEE PROJECT
GRADING PLAN DETAIL SHEETS FOR EXISTING
TOPOGRAPHY AND PROPOSED GRADES
CORRESPONDING TO OVERLAND FL O W
ROU TES
LEGEND
MAJOR STORM FLOW
OVERLAND FLOW ROUTE
SAND FIL TER
CROSS—SEC770N ANALYSIS POINT
(SEE CORRESPONDING COMPUT477ONS)
Do not scale Prints. Use figured dimensions.
02010 JPRA Architects
issued for:
Subject:
STORMWATER
OVERFLOW
ROUTE EXHIBIT
R.A. Smith National
Beyond Surveying
and Engineering
16745 W. Bluemound Road, 8rookfield, W 153005-5938
262-781-1000 Fax 262-781-6466, v .rasmithnational com
Appleton, WI Orange County, CA Pittsburgh, PA
Project:
FOOTHILLS MALL
REDEVELOPMENT
FORT COLLINS, COLORADO
WALTON r
C A P I T A L
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01/18/2013
/
R.A.SM17H NA77ONAL, INC. ASSUMES NO
RESPONSIBILITY FOR DAMAGES, LIABILITY OR COSTS
RESUL77NG FROM CHANGES OR AL7ERA77ONS MADE
TO 7H/S PLAN WI7HOUT THE EXPRESSED WRIT7EN
CONSENT OF R. A. SM/7H NATIONAL.
Job No. 3120115 1730
SheetNo.
OVFLOV
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1
1
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1
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1
APPENDIX 7
Page 49
Inlet Capacity Calculations for Foothills Mall Redevelopment
' Inlet capacity based on: Q=cia
• c= 0.90
• i= 2.85 (2-year storm, 5 minute Tc)
• 50% clogging factor applied to inlets without curb box (used for Inlet Manhole Type A and Type
1 B)
• Curb opening used as a factor of safety for clogging for single and double curb boxes since the
Neenah inlet capacity calculations only account for flow through the gate and do not account for
1 any flow through the curb box (used for Single Curb Inlets, Double Curb Inlets, and Inlet
Manhole Type C)
1 Inlet Types
Single Curb Inlets shall be in accordance with City of Fort Collins Construction Standard D-43 with East
1 Jordan Iron Works Curb Inlet 7030 and Type T2 grate and Tl back combination (or approved equal such
as Neenah R-3067-C).
Double Curb Inlets shall be in accordance with City of Fort Collins Construction Standard D-44 with East
Jordan Iron Works Curb Inlet 7031 and Type M2 grate and T1 back combination (or approved equal such
as Neenah R-3295-2L).
Inlet Manhole Type A shall be a storm manhole in accordance with City of Fort Collins Construction
Standard D -3 or D-4, except shall have a Neenah Foundry R-2502 frame and Type D grate (or approved
equal).
Inlet Manhole Type B shall be a storm manhole in accordance with City of Fort Collins Construction
Standard D-3 or D-4, except shall have a Neenah Foundry R-1792-JG frame and grate (or approved
equal). Also the cone section/opening in the flat slab top and adjusting rings shall have an inside
' diameter of 36 inches.
Inlet Manhole Type C shall be a storm manhole in accordance with City of Fort Collins Construction
' Standard D-3 or D-4, except shall have an East Jordan Iron works Curb Inlet 7030 casting and Type M2
grate and Ti back combination (or approved equal such as Neenah R-3067-C).
Inlet Capacity Calculations for Maximum Tributary Areas
Maximum Tributary Area to Single Curb Inlet and/or Inlet Manhole Type C (using Neenah R-3067-C
casting) is 0.89 acres at Structure 13.
Q = cia = (0.90)(2.85)(0.89) = 2.28 cfs
Maximum Depth of flow at Structure 13 = 0.24' (see attached calculation)
Maximum Tributary Area to Double Curb Inlet (using Neenah R-3295-21L casting) is 1.56 acres at
Structure 5 or 85.
Q = cia = (0.90)(2.85)(1.56) = 4.00 cfs
Maximum Depth of flow at Structure 5 or 85 = 0.265' (see attached calculation)
Maximum Tributary Area to Inlet Manhole Type A (using Neenah R-2502 frame and Type D grate) is
0.34 acres at Structure 408.
Q = cia = (0.90)(2.85)(0.34) = 0.87 cfs * 2 (50% clogging factor) =1.74 cfs
Maximum Depth of flow at Structure 408 = 0.23' (see attached calculation)
Maximum Tributary Area to Inlet Manhole Type B (using Neenah Foundry R-1792-1G) is 1.43 acres at
Structure 9.
Q = cia = (0.90)(2.85)(1.43) = 3.67 cfs * 2 (50% clogging factor) = 7.34 cfs
Maximum Depth of flow at Structure 9 = 0.355' (see attached calculation)
Weir and Orifice Calculator
Page 1 of 2
INDUSTRIAL MUNICIPAL PRESS ABOUTUS CONTACTUS CAREERS BOARD MEMBERS NEIHOME
NEENAH PRODUCTS ENGINEERING TOOLS S CALCULATORS LITERATURE B VIDEOS SALES STAFF DISTRIBUTION YARDS
HOME lI MUNICIPAL It ENGINEERING TOOLS a CALCULATORS II WEIR AND ORIFICE CALCULATOR
PRODUCT SEARCH
WEIR & ORIFICE CALCULATOR
!-.ter a produu numtler. GO
1 'teraPA ductnu
The Weir and Orifice Calculator is used to determine the inlet capacity in sag (ponding) conditions by use of Me Weir and Onfice
Dew iloadable Product Catalog
equations. Knowing this information will allow you to select the proper grate type and size for your specific job or project.
Weir Flow Calculations Orifice Flow Calculations
ENINEERINO TOOLS
Wert Equation: 0 - 3.3P(h)+-5 Orifice Flow Equation: O - 0.6A N `W'
Modified Manning Calculators
O = Capacity in CFS O = Capauty in CFS
Weir and Orifice Calculator
P = Feel penmaler A = Free open area of grate m sel. R.
• h = Head in feet g = 32.2 (feet per seetsec)
Weir Flow
weir Information h = Head in feet
Onfice Flow
Onto Information
Curti Opening Hydraulics Calculator
Instructions:
R<999 Vane Trench Grate Hydraulics
1. Select a catalog number (will automatically fill in Open Area and Perimeter) or enter your own values
Neenah Grate Information
2. Enter head value
3. Click "Calculate"
Engmeenng Literature 8 Videos
The results wil determine automatically if your situation falls into a Weir. Transitional or Onfice flow. Additionally. Neenah grates which fall
within the parameters chosen will appear below the calculator.
Catalog Number and Grata Type:
R-1792413:13 v
Feet perimeter IF): Head in feet (h): Free open area in sq. ft. (A):
10.5 .355 3.7
Calculate
Whir capacity m cis: Transitional Row in cis: Orifice capacity in cf5:
7.3
Based on weir flow, the following grates match the criteria you entered,
Catalog Number Grate Type
R-1792-JG
R-1878137G
R-4755-B
R-4755 C
RJB63
G
A
A
C
_... _._ A
http://www.nfco.comlmunicipal/engineering-tools-calculators/weir-orifice-calculators/ 12/2/2013
Weir and Orifice Calculator
Page 1 of 2
INDUSTRIAL MUNICIPAL PRESS ABOUTUS CONTACTUS CAREERS BOARD MEMBERS NEIHOME
NEENAH PRODUCTS ENGINEERING TOOLS 5 CALCULATORS LITERATURE 5 VIDEOS SALES STAFF DISTRIBUTION YARDS
HOME ll MUNICIPAL 11 ENGINEERING TOOLS a CALCULATORS 11 WEIR AND ORIFICE CALCULATOR
MUNICICH
WEIR & ORIFICE CALCULATOR
EnteraPA duct number.
Enter a product number. Go
The Weir and Onfice Calculator is used to determine the inlet rapacity in sag (pending) conditions by use of me Weir and Onfice
Downloadable Product Catalog
equations. Knowing this information will allow you to select the proper grate type and size for your specific job or project.
Weir Flow Calculations Orifice Flow Calculations
ENGINEERING TOOLS
Weir Equation: O - 3.3P(hll s Orifice Flow Equation: D - 0.6A 2gh
Modified Manning Calculators
D = Capacity in CFS 0 = Capacity in CFS
Weir and Orifice Calculator
P = Feet penmeW A = Free open area of grate in sq. fL
• h = Head in feet g = 32.2 (feet per sedsec)
Weir Flow
Weir Information If = Head in feet
Onfice Flow
Onfice Information
Cum Opening Hydraulics Calculator
Instructions:
R�1999 Vane Trench Grate Hydraulics
1. Select a catalog number (will automatically fill in Open Area and Perimeter) or enter your own values
Neenah Grate Information
2. Enter head value
3. Click "calculate"
Engineering Literature 8 Videos
The results WIN determine automatically if your situation falls into a Weir, Transitional or Orifice Sow. Additionally, Neenah grates which fall
within the parameters chosen will appear below the calculator.
Catalog Number and Grate Type:
R-2502:D
Feet penmeW (PI: Head in feet (h) Free open area in sq. H. (A):
6.0 .23 1.0
Calculate
Weir capacity in cPo: Transitional flow In cfs: Orifice capacity in offs:
1.8
Based on transitional flow, the following grates match the criteria you entered.
Catalog Number Grate Type
R-2015
D
R-2077
D
R-a127
D
R-i428
D
Raw
o
http://www.nfco.comlmunicipallengineering-tool s-calculators/weir-orifice-calculators/
12/2/2013
Weir and Orifice Calculator
Page 1 of 4
INDUSTRIAL MUNICIPAL PRESS ABOUTUS CONTACTUS CAREERS BOARD MEMBERS NEIHOME
NEENAH PRODUCTS ENGINEERING TOOLS 6 CALCULATORS LITERATURE 6 VIDEOS SALES STAFF DISTRIBUTION YARDS
HOME N MUNICIPAL // ENGINEERING TOOLS a CALCULATORS /f WEIR AND ORIFICE CALCULATOR
MUNICIEnteraPA CT SEARCH
WEIR & ORIFICE CALCULATOR
Entera product number. GO
duct nu
The Weir and Orifice Calculator is used to determine the inlet capacity in sag (ponding) conditions by use of the Weir and Orifice
Downloadable Product Catalog
equations. Knowing this information will allow you to select the proper grate type and size for your specific job or project.
Weir Flow Calculations Orifice Flow Calculations
ENGINEERING TOOLS
Weir Equation: 0 - 3.3P(h)t'a Onfice Flow Equation: O - OAA
Modified Manning Calculators
• O = Capacity in CFS G = Capacity in CFS
Wei, and Onfice Calculator
P = Feet perimeter A = Free open area of grate in sq. R.
• In = Head in feet g = 32.2 (feet per sec/sec)
Weir Flow
Weir Information In = Head in feet
Onfice Flow
Orifice Information
Curb Opening Hydraulics Calculator
Instructions:
R4999 Vans Trench Grate Hydraulics
1. Select a catalog number (will automatically fill in Open Area and Perimeter) or enter your own values
Neenah Grate Information
2. Enter head value
3. Click"calculate"
Engineenng Literature a Videos
The results will determine automatically If your situation falls Into a Weir, Transitional or Orifice Row. Additionally. Neenah grates which fall
within the parameters chosen will appear below the calculator.
Catalog Number and Grate Type:
R-3067-C:C
Feet perimeter IF): Named in feet(h); Free open area in sq. R. IA):
5.8 .24 2.1
Calculate
Weir capacity in efs: Transitional Row in cfs: Orifice capacity in cfs:
2.3
Based on weir flow, the following grates match the criteria you entered.
Catalog Number Grate Type
R-[792•EG
R-2090
R-2M
R•20D0
R-2D➢0 _.. _.. _.. _.
http://www.nfco.comlmunicipallengineering-tools-calculators/weir-orifice-calculators/
12/2/2013
Weir and Orifice Calculator
Page 1 of 2
INDUSTRIAL MUNICIPAL PRESS ASOUTUS CONTACTUS CAREERS BOARD MEMBERS NEIHOME
NEENAH PRODUCTS ENGINEERING TOOLS S CALCULATORS LITERATURE a VIDEOS SALES STAFF DISTRIBUTION YARDS
HOME II MUNICIPAL It ENGINEERING TOOLS a CALCULATORS I/ WEIR AND ORIFICE CALCULATOR
MUNICIEnteraPA PRODUCT SEARCH
WEIR & ORIFICE CALCULATOR
duct nu
Enter a product number. GO
The Weir and Onfice Calculator is used to determine the inlet capacity in sag (ponding) conditions by use of the Weir and Orifice
IMF' I Downloadable Product Catalog
equabons. Knowing this information will allow you to select the proper grate type and size for your specific lob of project.
Weir Flow Calculations Orifice Flow Calculations
ENGINEERING TOOLS
Weir Equation'. 0 = 3.3P(hp s Onfice Flow Equation'. 0. 0.6A if aa"
Modified Manning Calculators
0 = Capacity in CFS 0 = Capacity m CFS
Wee and Orifice Calculator
P = Feet perimeter A = Free open area of grate in sq. ft.
• h = Head in feet g = 32,2 (feet per seatsac)
Wert Flow
Wee Infonnaton h = Head in feet
Orifice Flow
Orifice Information
Curb Opening Hydraulics Calculator
Instructions:
R-0999 Vane Trench Grate Hydraulics
1, Select a catalog number (will automatically fill in Open Area and Perimeter) or enter your own values
Neenah Grate Information
2. Enter head value
3. Click 'calculate"
Engineenng Literature 8 Videos
The results will determine automatically if your situation falls into a Weir, Transitional or Orifice flow. Additionally, Neenah grates which fall
within the parameters chosen will appear below the calculator.
Catalog Number and Grate Type:
R-3295-2:L
Feet perimeter (P('. Head in feet (h): Free Open area In act. R (A):
8.8 .265 4.2
Calculate
Weir capacity in cfs: Transitional flow in cis: Orifice capacity In eft:
4
Based on wen flow, the following grates match the criteria you entered. ,
Catalog Number Grata Type
R-3n5.2 L '
R4350.2a G
R2737 G
Rl Sl$.M G
http://www.nfco.com/municipal/engineering-tools-calculators/weir-orifice-calculators/ 12/2/2013 '