HomeMy WebLinkAboutSite Certifications - 10/22/2007August 8, 2007
Mr. Basil Hamdan
City of Fort Collins Stormwater
700 Wood Street
P.O. Box 580
Fort Collins, Colorado 80521
SUBJECT: Goodwill Detention Pond
Dear Basil:���'�d,�,�n�
BEY ON D E N G IN E E R ING
G r/
The detention pond at Goodwill as described further in the Goodwill Industries of Denver,
J.F.K — Fort Collins, Colorado Final Drainage and Erosion Control Study by Nolte Associates
Inc., dated/revised October 4, 2005, has been graded and a survey has been performed. The
pond had not yet been landscaped as of a site visit on August 6, 2007. Also, due to the rain
storm on August 2nd, there has been some damage to the retaining wall under the parking lot. It
is assumed that the wall will be repaired and the volumes will not change. This Certification
Letter and the attached Exhibit A present a summary of the survey data performed on
7/05/2007, 7/27/2007, and 8/03/2007 for the detention pond only, it does not serve as a general
grading or utility certification for the Goodwill site.
The table below summarizes the design versus the survey detention pond system to obtain 0.65
acre-feet of detention volume as per design.
DESIGN
AS -BUILT
100- ear WS elevation,fi
5017.89
5018.06
1 00-ear depth,depth,fi
6.09
6.26
Top-of-wall,Top-of-wall,ft
5017.89
5018.11 min
100- ear Q.,,,, c s
0.72
Assumed the same as design
Outlet pipe size, in
24"08"
Not checked, but pipe is existing
Outlet invert elevation (front),fit
5011.80
5011.80
Top of grate elevation,
5017.89 (front) to 5019.14 (back)
5017.88 (front) to 18.66 (back)
WQCV W.S.E.L.,ft
5013.31
Not measured
WQ/100-yr orifice plate
4 rows, lcolumn of 0.78" diameter
under 4" diameter orifice (calcs in
report say 3.46" diameter)
Not measured in the field. However,
visually 4 rows of water quality holes
were observed with an orifice above it
Spillway len
25'
24.6'
Depth of flow in parking lot
17.89 WS elev -16.39 ate =1.50'
18.06 WS elev -16.28 ate =1.78'
NOLTE ASSOCIATES, INC.
1901 SHARP POINT DRIVE, SUITE A
FORT COLLINS, CO BOS25-4429
970.221.2400 TEL 970.221,2415 FAX
WWW.NOLTE.COM
®Rnrcd m papas �ro1e.i�� IN'l Pon,onume,h4r
The following are some comments with regards to the table above:
• Measurements on the water quality and 100-year orifice plate were not obtained because
it was located in the outlet structure behind a trash rack (refer to photos below).
However, the size and number of holes looked reasonable.
• The depth of ponding in the parking lot increased slightly. However, the elevation
difference is taken in the middle of the grate and concrete pan. The asphalt is probably at
least 2" higher, which would make the ponding in the asphalt portion of the parking less
(1.6l').
• Because the water surface elevation increased from 5017.89 to 5018.06, it was
calculated that approximately 1.8 cfs could overtop the outlet box grate. Therefore, it is
recommended that a 3-1/4" diameter orifice plate be installed inside the outlet structure in
front of the pipe at the pipe invert. Calculations are shown in the attachments to this
letter.
• The wall at the spillway was surveyed at 5018.11 feet. The top of the wall is one block
height (approximately 8") for a height of approximately 5018.8 at the spillway. The
height of the landscaping (which acts as a top -of -embankment) is as low as 5018.61
along the southern property boundary. However, the required depth of flow over the
spillway per design was 0.43.'
• Per survey, the concrete pan in the pond slope between 0.8% and 1 % to the outlet
structure.
The following are photos of the pond taken on August 6, 2007, looking southeasterly (left) and
westerly (right):
gel
N:\FCB0124\Documents\Letters\Drainage_Certificarion_Flamdan_20070808.doc
NOLTE ASSOCIATES. INC.
®PmW on Iwgr nu* nl� IOp96 po[I canimn. fix
The following are photos of the pond outlet structure
If you have questions, please contact me at (970) 419-1338.
Sincerely,
Nolte Asso ,fates, Inc.
/ v'c
Michele White, P.E.
Associate Engineer
Cc: Shaun Moscrip, Aller Lingle Architects P.C., 712 Whalers Way, Bldg. B, Suite 100, Fort Collins,
CO 80525
N:IFCBO124\Docunnentsq ettem0rainage_Certification_Hamdan_20070808.doc
NOLTE ASSOCIATES, INC.
®RmMm W W mole w.rn /0096 pmi �awme. FEer
PROJECT NAME Goodwill
PROJECT NUMBER FCB0124
Detention Pond Volume and Depth
Delta Volume = (d/3)(A1+A2+(Al*A2)0.5)
d = depth between elevations
A 1 = Area of Previous Elevation, ftZ
A2 = Area of Current Elevation- ftz
Elevation
d
Elevation Area
Delta
Volume
Cumulative
Volume
Cumulative Volume
t
ft
ftz
ft 3
ft 3
acre- t
5011.80
0
0
0
0
0.00
5012.00
0.2
507
34
_
34
0.00
5012.50
0.5
3,050
800
834
0.02
5013.00
0.5
3,302
1588
2,422
0.06
5013.50.
0.5
3,335
1659 .
4,081
0.09
5014.00
0.5
3,354
1672
5,753
0.13
5014.50
0.5
3,374
1682
7,435
0.17
5015.00
0.5
3,393
1692
9,127
0.21
5015.50
0.5
3,414
1702
10,829
0.25
5016.00
0.5
3,434
1712
12,541
_
0.29
5016.30.
0.3
3,448
1032
13,573
_
0.31
5016.50
0.2
3,628
708
14,281
0.33
5017.00 i
0.5
51295
2218
16,498
_
0.38
5017.50
0.5
10,332
3837
20,336
0.47
5018.00
0.5
17,303
6834
27,170
0.62
5018.10
0.1
18,646
1797
28,967
0.66
DET
Required Volume = 0.65
W.S. Elevation, ft = 5018.06
100-year Depth D, ft = 6.26 .
Orifice Opening
Design showed 5017.89
Need to add a plate to outlet
inside of box
TOTAL
0.65 acre-ft
UDFCD Equation SO-11 Orifice Flow Rate, Q (cfs) =
CoAa(2gHjo 5 Area of orifice Aa, ftZ = Q
Co =
0.65 Co(2gHo)o.s
Q = Qo,t of pond, cfs =
0.72
gravitational acceleration g, ft/sec z =
32.2
diam, ft=
0.266
Assumed invert of pipe outlet (same as design), ft=
5011.74
D at pipe outlet =
6.32
Effective head on orifice Ho = D-1/2diam, ft =
Area of -orifice Ao, Jt 2 =
0.055
Area of orifice Aa, in z =
7.99
diam, in=
3.19 3 2 inch diam. opening
8
[LCLOSE MESH' T,�
GRATE
100—yr W S E L= 1
TYPE 'D' INLET BOX
(SEE DETAIL THIS SHEET)
Sk 9.
C1S a =
100—yr. °
ORIFICE PLATE4
7 WQCV W.S.E.L.= 5013 3'
WATER QUALITY'
D. TRASH RACK' ORIFICE PLATE 24%38' .HEIII
= U? OUTFALL PIPE
(EXISTING)
2.00%
° °
n INV. IN=
5011.80 - INV. OUT= -
5011.74
older � �
WIDE EMERGENCY SPILLWAY
8 /I7.?o GRATE MESH
T.O.C.=Q T.O.C.= T.O.W.-
100—yr. W.S.E.L.= 50 B� 9
as Q
m°
as .
d
OUTSIDE FRONT
T�24L
UTFALx38"RIPE HEIII.VIEW (N.T.S.)
OEXY'TING,°. .e
WQCV W.S.E.L.= 5013,r31 ;.
° FINISHED
4 GRADE
a
INV. IN=
5011.80
NOTES:
1: AREA PER ROW=0.48 ir? , CIRCULAR PERFORATION DIA.=0.78°
— USE (1) COLUMN
— USE (4) ROWS
2. USE CDOT TYPE 'D' INLET W/CLOSE MESH GRATE
3. FOR TRASH RACK DETAIL, REFER TO Figure 6 & Figure 6—a (SHEET DR03)
4. 100—year ORIFICE PLATE: 0=4.00"
WATER QUALITY OUTLET STRUCTURE
PHASE 1 DETENTION POND
N.T.S.
MI
gRw` ..:
Out%Egg ox
As -Built
Inlet,ID: Pond outlet
Grate = CDOT Type D Close Mesh
Grate
Weir Perimeter, L =
181.25 in
15.10 ft
Open Area, A =
1904.69 in2
13.23 ft2
Clogging =
50%
Top of Grate =
5017.88 ft
Weir Calculation:
Orifice Calculation:
Q. = CLH'.5
Q. = CA(2gH)O"
C = 3.00
C = 0.67
cL= 7.55
ft
Ac = 6.61 ft2
Rules --- Capacity
H
100-year Water
Qw-INLET
QE
,rNLT
of Inlefor 100-yr
t
Surface Elevation
WSEL
ft
cs
cs
es
0.18
5018.06.
1.78
15.24
1.78
IR
GOODWILL INDUSTRIES OF DENVER
J.F.K. PARKWAY - FORT COLLINS, COLORADO
FINAL DRAINAGE AND EROSION CONTROL STUDY
for
IN
ch�t�ectsi :PSG:.
748 Whalers Way
Building E, Suite 200
Fort Collins, Colorado 80525
by
Nolte Associates, Inc.
1901 Sharp Point Drive, Suite A
Fort Collins, Colorado 80525
(970) 221-2400'
April 15, 2004
Revised: June 3, 2004
Revised: September 7, 2004
Revised: January 11, 2005
Revised: October 4, 2005
Project#:
FCB0124
N�
Project Name:
Goodwill Industries of Denver - Fort Collins Store
Calculated By:
HHF
BEYOND E N G I N E E R I N G.
Date:
8/22/2004
Grate:
Neenah R-3348, SDA-I103
Weir Perimeter, L =
96.00 in
8.00 ft
Open Area, A =
273.60 in'
1.90 ftZ
Clogging Factor, c =
. 50%
Stage Interval, Ah =
0.10 ft
Weir Calculation:
Orifice Calculation:
Qw = CLH' S
Q. = CA(2gH)"
C =
3.00
C = 0.65
cL=
4.00 ft
Ac = 0.95 ftZ
H
ft
H
ft
Qw_wm
cfs
Qo-NLET
cfs
Rules
cfs
0.00
5016.37
0.00
0.00
0.00
0.10
5016.47
0.38
1.57
0.38
0.20
5016.57
1.07
2.22.
1.07
0.30
5016.67
1.97
2.71E
1.97
0.40
5016.77
3.04
3.13
3.04
0.50
5016.87
4.24
3.50
3.50
0.60
5016.97
5.58
3.84
3.84
0.70
5017.07
7.03
4.15
4.15
0.80
5017.17
8.59
4.43
4.43
0.90
5017.27
10.25
4.70
4.70
1.00
5017.37
12.00
4.96
4.96
1.10
5017.47
13.84
5.20
5.20
1.20
5017.57
15.77
5.43
5.43
1.30
5017.67
17.79
5.65
5.65
1.40
5017.77
19.88
5.86
5.86
1.50
5017.87
1 22.05
6.07
6.07
MM =�2
_3Ula-
s'-, 22 49 +r
M 6 Ll s £
Z 6 =
** 6.11cfs > 5.21cfs
(5.21cfs is Qioo at D.P. 103)
l
Nolte Associates, Inc.
mr+availableDetentron StorageVolume y;�F
Pro3ectI: 4
Protect NameeGoodwill
: Goodwll Industries of Denver -Fort Collins Store _
Calculated By: HHF
BEYOND ENG I N E E RING
Date: 1/6/2005
Detention pond volume (V): 1/3d(A+B+(AB)05) (uniform sides)
Where:
V= Volume between contours, ft3
d= Depth between contours, ft
A= Surface area of contour line, ft'
B= Surface area of contour line at a depth relevant to d, ftZ
- N aOnaSita?Detention
ldondr_..
Cummulative
Cummulative
Volume Elevation Dd
A
B
Volume
Volume
Volume
feet ft
ft,
ftZ
ft3
ft,
ac-ft '
Va
5011.80
0.00
0
0.00
0
0
0.00
VI
5012.00
0.20
0
1,346.42
90
90
0.00
Vz
5013.00
1.00
1,346
3 368 Ol
2,281
2 371
0.05
V r •;
^:5013 31 `
_ . +
-'
:.
0.085_ :
Vary
5014.00
1.00
3,368
3,368.01
3,368
5,739
0.13
V4
5015.00
1.00
3,368
3,368.01
3,368
9,107
0.21
Vs
5016.00
1.00
3,368
3,835.13
3,599
12,706
0.29
V6
5017.00
1.00
3 835
6,24347
4,991
17 697
Vr
5018.00
1.00
6,243
18,774.61
1 11,948
29,645
0.
Nolte Associates, Inc.
11612005
9:55 AM
0
UkD51911 r•IUL VUYIC I VI III• VAIY.�VYV vY�Yi•i. v.. .�.� \ —,
Sheet 1 of 3
Designer: H N F
Company: Nal+e AssocioJes, lhc.
Date: Sep+em6er 7. Zoo4
Project: FcgOl2 L4
Location: For+ Coll;v s , CO
1. Basin Storage Volume
la = 69.00 a/o
A) Tributary Area's Imperviousness Ratio (i = la/ 100) `�i = " :•0:69,:>a
B) Contributing Watershed Area (Area) Frea.= 3.14 acres
C) Water Quality Capture Volume (WQCV) WQCV 0 27 4r:':watershed inches
(WQCV =1.0*(0.91*13-1.19*12+0.78*1))
D) Design Volume: Vol = (WQCV / 12) * Area * 1.2 Vol 0 085, _-acre-feet
2. Outlet Works
A) Outlet Type (Check One) I X . Orifice Plate
Perforated Riser Pipe
Other:
B) Depth at Outlet Above Lowest Perforation (H)
H =,
1.18 feet
A.
0 48„£ square inches
C) Required Maximum Outlet Area per Row, (Po)
D) Perforation Dimensions (enter one only):
i) Circular Perforation Diameter OR
D =
0.7800 inches, OR
_
•
ii) 2" Height Rectangular Perforation Width
E) Number of Columns (nc, See Table 6a-1 For Maximum)
nc=
3 y�W
number
F) Actual Design Outlet Area per Row (A.)
_
0 48hv square inches
_
G) Number of Rows (nr)
nr = .
4s number
H) Total Outlet Area (AaJ
Aoi=
's 1 ti9""-;square inches
3. Trash Rack
A) Needed Open Area: AI = 0.5 * (Figure 7 Value),* kt AI = r 59, _,, square inches
B) Type of Outlet Opening (Check One)w X < 2 Diameter Round
+} 2" High Rectangular
Other:
C) For 2", or Smaller, Round Oaening (Ref.: Figure 6a):
i) Width of Trash Rack and Concrete Opening (W� c)
from Table 6a-1 Wm c _ ,, z , 3 inches
ii) Height of Trash Rack Screen (HTR) HTR
38 x inches
FCB0124 WQCV.xls, EDB
✓Ca11�.111-IVV�iYYIti I VIM• r��v��..v.. �-�••-•-•• -^---' \-
• Designer:
Company:
Date:
Project:
Location:
iii) Type of Screen (Based on Depth H), Describe if "Other"
iv) Screen Opening Slot Dimension, Describe if "Other"
v) Spacing of Support Rod (O.C.)
Type and Size of Support Rod (Ref.: Table 6a-2)
vi) Type and Size of Holding Frame (Ref.: Table 6a-2)
D) For 2" High Rectangular Opening (Refer to Figure 6b):
1) Width of Rectangular Opening (W)
ii) Width of Perforated Plate Opening (Won, = W + 12")
iii) Width of.Trashrack Opening (Wopen;ng) from Table 6b-1
iv) Height of Trash Rack Screen (HTR)
v) Type of Screen (based on depth H) (Describe if "Other")
vi) Cross -bar Spacing (Based on Table 6b-1, KlempT' KPP
Grating). Describe if "Other"
vii) Minimum Bearing Bar Size (KlempTm Series, Table 6b-2)
(Based on depth of WQCV surcharge)
4. Detention Basin length to width ratio
5 Pre -sedimentation Forebay Basin - Enter design values
A) Volume (5 to 10% of the Design Volume in 1 D)
B) Surface Area .
C) Connector Pipe Diameter
(Size to drain this volume in 5-minutes under inlet control)
D) Paved/Hard Bottom and Sides
Sheet 2 of 3
X S.S. #93 VEE Wire (US Filter)
Other:
=X "'"0.139" (US Filter)
Other:
0 75 inches
#156 VEE
3/8 in. x 1.0 in. flat bar
W
- -;.inches
Wwm
_ ;;":'inches
Wapenmg
=inches
HTR —
-: = ~ ; inches
KlempTm KPP Series Aluminum
Other:
inches .
Other.
(LIW)
acre-feet
acres
inches
yes/no
FCB0124 WQCV.xls, EDB
�; �`+4�y "' 'n'r xl tl^..t" 4+h'�: ,F y'; nu^°6 'k�, vYg+rk A"`,s q':1.,-"�:,aF'•"
��OrifieePlate Sizing Ca lculationsxBasin�1000 ,
MEN—
s 1t '..-. _:.i
Project#:
FCB0124
Project Name:
Goodwill Industries of Denver - Fort Collins Store
Calculated By:
HHF
13 E Y O N D
E N G I N E E R I N G
Date:
9/6/2004
Design Point--
Basin 1000 Outfall Orifice Calculation:
Rim Elevation=
n/a Qo = CA(29H)o.s
100-year HWL=
5017.89
Invert Out-
5013.30
Allowable Release Rate--
0.72 cfs
H=
4.47 ft
C=
0.65
g=
32.2 ft/s
0.72 cfs dr
Qo
A=
0.069 fe
A=
`..-9.40 in
Diameter of Orifice
Nolte Associates, Inc.
Project Name: Goodwill Industries of Denver - Fort Collins Store
Project FCB0124
Designer: HHF
Design Storm: Developed 100-year ,
Date: 9/6/2004.
Problem: Calculate the head required to discharge 20cfs through a 25' wide
broad crested weir. .
Given:
Broad -Crested Weir Equation: Qa = CLHM
P%J(:070
BEYOND ENGIN E-E R I N G
Where,
Value
Q = Discharge, cfs 20
C = Broad Crested Weir Coefficient, See Table 5-91 2.82
L = Broad Crested Weir Length, ft 25
H = Head above the weir crese, ft. Solve For
Notes:
1. Per Handbook of Hydraulics, King and Brater (1963)
2. 100-year water surface elevation = 5017.89
3. Weir crest elevation = 5017.89 .
Solution:
Solve for'H':
H = (Qw./CL)M
H = 0.43 ft �-��
a6i
I
DEVELOPED BASIN FLOWS - TABLE 2
BASIN DESIGNATION
(AC)
(ICES)
(CFS)
DESIGN POINT
BASIN NUMBER
100
100
1.06
2.71
7.81
101
101
0.14
0.63
1.36
102
102
0.53
2.45
5.27
103
103
0.61
2.04
5.21
200
200
0.07
0.14
0.35
201
201
0.08
0.24
0.61
202
202
0.09
0.06
0.16
ST-100
ST-1D0
0.28
LOS
2.71
ST-101
ST-101
0.29
1.11
2.82
ST-102
ST-102
0.21
0.73
1.86
ST-103
ST-103
0.31
0.87
2.34
OS-1
OS-1
3.12
0.86
2.55
OS-2
OS-2
0.00
n o
n a
OS-3
OS-3
0.17
n a
n a
G3a
G30
0.55
'n o
n a
G3b
Gab
0.45
n a
n a
1000
1000
0.22
0.25
0.65
d g
NOTES •s
1. SEE SHEET CV02 FOR STANDARD EROSION AND SEDIMENT CONTROL
LEGEND
�e=_
€- E o
CONSTRUCTION PLAN NOTES.
_
'I
I
BASIN DESIGNATIONS:
IRE
2. ••• NOT USED '••
'I% xltt
AREA
10 - YEAR'CCI' COEFFICIENTgE-E
3. PLACE STRAW WATTLES UPSTREAM OF THE DETENTION POND WTFALL PIPE
_
BASIN
100 - YEAR 'CCI' COEFFICIENT
..c.s £o.
UNTIL CONSTRUCTION OF THE WOOS IS COMPLETE. PLACE STRAW WATTLES
It a {S
r
§5
UPSTREAM, ABOVE, AND ALONG THE SIDES OF THE Wp05 UNTIL FINAL
m
BASIN BOUNDARY
A
p
B
Sae$g
STABILIZATION OF THE -PROJECT SITE IS COMPLETE.
®mon,
f-61F, ES5
DESIGN POINT
4. USE ECCENTRIC CONE WITH MANHOLE ACCESS LID POSITIONED OUT OF THE
SIDEWALK
PROPOSED GRAVEL INLET FlL
`
Ea4E
(Le., IN THE LANDSCAPING). _
F
O
(SEE SHEET DR02 FOR DETAIIL
S. PROVIDE VEHICLE TRACKING CONTROL UNTIL CONSTRUCTION OF FINISHED
OO
STRAW WATTLE
(SEE SHEET DR02 FOR DETAIL)
9
NOUnYO
SURFACE ON PAVILION LANE BEGINS. THIS BMP WAS DESIGNED TO PREVENT
SILT FENCE
SEDIMENT FROM MIGRATING INTO J.F.K. PARKWAY.
•--o--
(SEE SHEET DR02 FOR DETAIL)
m
O
6. SEE SHEET DR02 FOR RETAINING WALL DETAIL
ar
VEHICLE TRACKING CONTROL
(SEE SHEET DR02 FOR DETAIL)
W
m
j�
100-or WATER SURFACE
`
/
G
Imb - 55 fl
O J
NORTH AMERICAN GREEN (NAG)
EROSION CONTROL FABRIC
W
�
i
Pr
®
Q
PROPOSED STORM DRAIN
m
I MANHOLE (J) J LM
..
PROPOSED STORM GRAIN PIPE LL .-Z.1 0 p
PROPOSED STORM DRAIN INLET O S O Z
! FEo \
® p \22. .1 ` \ I \� EMSTING 1' CONTOUR '^ o U
/ SW 14•x2}• HEII / -51b- EXISTING 5' CONTOUR W H
0 Z
I -6124- PROPOSED 1' CONTOUR M O O '
I IP L, \\ -51W- PROPOSED 5' CONTOUR LL ro
/ PROPOSED DRNNAG / - DC-TSSTT--, 2 J _ 4•x 3' HEIII ' Q Its/ SWA E5 I B fN EI I BEGIN \\i 6 .
a W H
(SEE NOTE 5 I / ///'f III°IpI\1/II jI II /I/ �i I JI •I /(I/II /E! %/ ISIIN/G i / // _ _\ _ \` - \ -\`\- ) _ _ I / // // / // // .�/`\ / / °" "am Rp TNIEi IP 1000),
\\ ,
D0
ST-102 10ya., 14%L501].89
EmergencyS nlro Elemtion:5017.89 Zsec- STING WUV P,.d: 0.085 ac-n/- "/� ''. (SEE OTE 4) ORAINMANHOLE Required Vume:0.65oc-R
DRANAGE/ YPEXISTING A,,ail.bl. Vduma:0If JJ YQY W
SWALE
STORM `�- 10' TYPE 'R' Allowable Rdeaae:0.73 ch (Le., 0.23 ci/ca(ZQQZ5 \CURS INLETMANHOLEDR/kNN// °
END SECTI
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FOB012400
October 19, 2007 EARTH ENGINEERING
CONSULTANTS, INC.
Delta Construction, Inc.
208 Racquette Drive
Fort Collins, Colorado 80524
Attn: Mr. Mike Collentine
Re: Construction Observation and Testing.
Goodwill Industries MSE Wall
Fort Collins, Colorado
EEC Project No. 1074129
Mr. Collentine:
As requested, during the period September 26 through October 1, 2007, Earth
Engineering Consultants, Inc. (EEC) personnel provided construction observation and
testing services to you for the referenced project. Those services were provided on a
part-time basis and involved evaluation of the mechanically stabilized earth (MSE)
retaining wall subgrade bearing soils, testing of the retaining wall reinforced backfill and
observation of materials placed during the wall construction at the referenced project.
Results of the observation and testing provided by EEC personnel during the referenced
period are provided with this report.
During the referenced period, EEC personnel visited the site to observe and evaluate the
subgrade soils at the approximate design bearing elevation of the MSE wall at the
referenced project. At the time of our site visit, the existing wall section was removed to
the I" course. Material behind the planned retaining wall had been excavated to the
extent of the reinforced backfill zone. The exposed bearing soils consisted
predominantly of sandy lean clay. The sandy lean clay soils were moist, soft to medium
stiff, and, in our opinion were consistent with the design parameters indicated on the
project plans provided by EEC, project number 1065016A-3 and dated September 20,
2007.
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 50-3908 FAX (970) 663-0282
Earth Engineering Consultants, Inc.
EEC Project No. 1074129
October 19, 2007
Page 2
During the referenced period, EEC personnel obtained a representative sample of the
reinforced backfill material from the site for laboratory evaluation of the moisture -density
relationship and classification of those materials. Laboratory testing performed included
standard Proctor (ASTM Specification D-698), Atterberg limits (ASTM Specification D
4318) and washed sieve analysis (ASTM Specifications C 117 and C 136) tests. Results
of the laboratory tests completed by EEC personnel during the referenced period are
shown on the attached summary sheets. The standard Proctor test results were used to
evaluate the percent compaction of the backfill materials in the field.
During the referenced period, EEC personnel performed field density tests on backfill
materials that had been placed and compacted prior to and during our site visits. The
field density tests were completed at random locations and elevations within the backfill .
areas and were performed in general accordance with ASTM Specification D-2922. In
areas where the initial tests indicated the percent compaction required by the project
k
specifications had not been attained, the -in -place materials were reworked and retested.
The final field density test results met the project compaction requirement of at least 95%
of standard Proctor maximum dry density. , The results of the field density tests
completed by EEC personnel during the referenced period are shown on the attached
summary sheet.
During the referenced period, EEC personnel observed materials placed during the,
retaining wall construction. Those observations included observation of installed
drainage aggregate and connection clips and measurement of Geogrid reinforcement
placed during the MSE retaining wall construction. The completed observation summary
is included with this report.
Based on our evaluation of the MSE retaining wall subgrade bearing soils, reinforced
backfill and observation of materials placed during the wall construction, it is our
opinion, the retaining wall was constructed in general accordance with the above
referenced plans provided by EEC.
Earth. Engineering Cons6hants, Inc.
EEC Project No. 1074129
October 19, 2007
Page 3
We appreciate the opportunity to be of service to you on this project. If you have any
questions concerning this report, or if we can be of further service to you in any other
way, please do not hesitate to contact us.
Very truly yours,
Earth Engineering Consultants, Inc.
Ethan P. Wiechert, P.E.
Senior Project Engineer
cc: Ty Morrison — Morrison Retaining Walls
Reviewed by:
Senior Geotechnical Engineer
. .... . .. . ... . ... I -- ------- ....... . ... . ..... ......
Earth Engineering Consultants, Inc.
Summary of Laboratory Classification/ Moisture -Density Relationship
145--
140--
135--
130--
LL 125--
120--
0
115--
110-_
105--
100--
95--
90+
0
Designation: A
Location: Imported
!on: Class 6 - Lafarge
irberg Limits (ASTM D-4318)
ild Limit: NL
itic Limit: NL
Aicity Index: NP
cent Passing No. 200 Sieve (ASTM C-1 17): 7.5%
Standard Proctor (ASTM D-698)
Maximum Dry Density: 133.5 pcf
Optimum Moisture Content: 7,0%
Curves for 100% Saturation
For Specific Gravity Equal to:
2.80
2.70
2.60
5 10 15 20 25 30 35
Percent Moisture
Project:
Goodwill Industries - MSE Wall
Fort Collins, Colorado
Project No:
1074129
Date
October 2007
Earth Engineering Consultants, Inc.
Summary of Laboratory Gradation Test
Sieve Size
Percent Passing
No. 4
48%
No. 10
36%
No. 40
18%
No. 200
7.5%
Material Designation: A
Sample Location: Imported
Material Description: Class 6 - Lafarge
AASHTO Classification: A-1-a
Project:
Goodwill Industries - MSE Wall
Fort Collins, Colorado
Project No:
1074129
Dale
October 2007
,114
`5
LF
C
EARTH ENGINEERING CONSULTANTS, INC.
SUMMARY OF FIELD DENSITY TESTS
a
i•E
m
E
y� i
i
Approximate Test Location/Notes
M
0 r
Z
1
we
1
Wall Section A - 49 E of W End
2
9/27
1
Wall Section A - IV E of W ErW
3
9127
2
Wall Section A - 3lY E of W Entl
4
9127
3
____-__..._. __--
Wall Section A - 15' E of IN End
- 5 __..
--9/27
9/28
_--4
1
Well SacB A - 35' E of W Entl -- - --- -
Wall Section A - 10' E of W Entl
8
7
9l28
2
Wall Section A- 20' E of W End
-____
8
_
9/26
___..-_.-
3
.____.___ . ..._..._.
Wall Section A- I V E of W End
__..._--.
B
9128
.____
4
_ e ___--_.__..-_____._.-.__.____.. _... _._.....
Wail Sectlon A - 30' E of W End
10
9128
5
Retest Consecutive Test e9
...... __
11
.- ..... ......
9129
_..._.__
1
___.._.... __.. __.__-- ....... ._... _._
Wall Section A- lV E of W End
12
2
Wall Section A • 35' E of W Entl
9/29
13
10/1
1
Well Section A - IV E of W Entl
.........14
14
._......_.-
10/1
_
2
.....al Sect...._..__ .. _...._..__
Well Section A - 30 E of W End
15
1011 1
3 lWall
Section A - 35 E of W End
Proctor Designation
A
Maximum Dry Density (pcf)
133.5
Optimum Moisture Content (%)
7.0%
Required Moisture Variance
WA
Required Percent Compaction
95%
Laboratory Method
ASTM 0-698
Project: Goodwill Industries - MSE Wall
Location: Fort Collins, Colorado
Project No: 1074129
Date: October 2007
c
Compliance With
Field Test Results
C
N 1
Project Specifications
Elev./
Materiel
Percent Dry
M e o
(P/F)
Lift No.
(Proctor)
Moisture Density
>
Moisture %Comp.
Cl
A
3.4% 127.0
-3.6% 95%
NIA Pass
C2
A
3.1% 129.3
-3.9% 97%
N/A Pass
_.._.__._...
C2
..... ...... _... ...._...
A
4.0% 128.2
-3.0% i 96%
WA Pass
C3
A
A
3 7% 130.1
3.9% 129.2
-3.3% 97%
-3.1% 97%
NIA _ Pass
N/A Pass
C3
C4
A
4.7% 130.6
.2.3% 98%
N/A Pass
_....._....._.......__-
..
C4
.. ........
A
4.1% ! 1310
N/A Pass
-2.9% 98%
...._....
..___.....__
C5
....__._..
A
.. .. .. ......
40% 129.5
-3.0% 97%
WA Pass
_.............
.......... ....
CS
..........
A
_... ..._....
3.2% 122.6
_..__ _
•3.8% 92%
_..........
NIA-'FA1L•
...__.
.................
C5
._. ............
A
....._._ .._.
3.7% 129 2
__.._....
.3.3% 97%
N/A Pass
....._..__...
..... .......
C7
..... _..._
A
.. ........ ...
4.0% 1312
_._.__ .______
-3.0% 98%
.. _ . _...... ........__.
N/A Pass
C7
A
4 2% 130.7
-2.8% 98%
N/A Pass
CS
A
4.0% I 131.7
-30°k 99%
N/A I Pass
CB
A
4.8% 132.9
-2.4°k 100%
N/A :, Pass
C9
A
42% 130.1
-2.8°h 97%
NIA Pass
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