HomeMy WebLinkAboutSite Certifications - 11/03/2017FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
October 25, 2017
Wes Lamarque
City of Fort Collins Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
RE: Site and Grading Certification for Landmark Residences on Mountain Ave.
Fort Collins, Colorado
Dear Wes:
This drainage certification letter is provided to verify as-constructed conditions for Landmark
Residences on Mountain Avenue. Northern Engineering completed survey work October 12, 2017
to verify general compliance with the Final Utility Plans for Landmark Residences, dated 11/15 by
Northern Engineering. Northern Engineering Services, Inc.
Included in this drainage certification submittal are the following:
Attachment 1: City of Fort Collins Overall Site and Drainage Certification Form.
Attachment 2: City of Fort Collins During Construction Inspection Checklist and photographs
provided by contractor.
Attachment 3: As constructed record drawings for Grading and Storm Drain Plan and Profile
Sheets.
Water quality treatment will be provided by permeable pavers located onsite.
We have concluded, based on the attached information and personal site inspection, the drainage
features for the project site were constructed in substantial compliance with the above referenced
Final Utility Plans with the following exceptions.
• Item III.A: The storm sewer from the existing inlet to combination Inlet A5 were not
installed per the approved storm sewer drawings. Northern Engineering reanalyzed the
capacity of the overall storm sewer system with the constructed conditions for the 2-Year
Storm Event. Based on our analysis, ponding will occur at Inlet A5, Monitoring Well A7,
and FES A3-3. Table 1 shows the effective ponding for the 2-Year Storm Event. Ponding at
FES A3-3 will result in 0.10 cfs from the 2-Year Storm Event flowing towards the east along
the alley.
Accepted 11/3/2017 WL
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
Table 1: 2-Year Storm Event Ponding
Inlet
As-Built
Rim
Elev.
2-Year
WSE
Depth of
Ponding
(ft)
Basin A3 5023.75 5021.85 0.00
Monitoring Well A4 5023.41 5022.05 0.00
Inlet A5 5023.04 5023.31 0.27
Monitoring Well A6 5023.58 5023.38 0.00
Monitoring Well A7 5023.17 5023.40 0.23
Basin A3-1 5023.75 5022.00 0.00
*FES A3-3 5021.20 5021.76 0.56
Notes:
* - 0.10 cfs will flow east down the alley.
Figure 1: Hydraulic Grade Line Existing Inlet to Basin A3
• Item III.A.2: The underdrain from Existing Storm Inlet to Basin A3 (shown on Sheet
C2.01) was constructed with a slope below the design of 0.40% (a slope of 0.25%. was
constructed). We have re-analyzed this storm line and compared the hydraulic grade line.
As shown in
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FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
Figure 1
Figure 1, the hydraulic grade line rises by 0.22’. As depicted in Table 1, this is below the
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
rim of the Basin A3. Based on the revised HGL, we feel this will convey the design storm
hydraulic capacity.
• Item III.A.2: The underdrain from Basin A3 to Monitoring Well A4 (shown on Sheet C2.01)
was constructed with a slope below the design of 0.40% (a slope of 0.22%. was
constructed). We have re-analyzed this storm line and compared the hydraulic grade line.
As shown in Figure 2Figure 2, the hydraulic grade line rises by 0.27’. As depicted on Table
1, this is below the rim of Monitoring Well A4. Based on the revised HGL, we feel this will
convey the design storm hydraulic capacity.
• Item III.A.2: The underdrain from Monitoring Well A4 to Inlet A5 (shown on Sheet C2.01)
was constructed with a slope below the design of 0.40% (a slope of 0.25%. was
constructed). We have re-analyzed this storm line and compared the hydraulic grade line.
As shown in Figure 2Figure 2, the hydraulic grade line rises by 0.50’. As depicted in Table,
this results in 0.27’ of ponding at Inlet A5 and 0.23’ of ponding at Monitoring Well A7.
The storm sewer was re-analyzed assuming the permeable pavers near Inlet A5 and
Monitoring Well A7 was completely blocked preventing infiltration. If properly maintained,
the permeable pavers will reduce the amount of ponding that will occur at Inlet A5 and
Monitoring Well A7. As shown in Figure 3 and Figure 4, there exists a 6” vertical curb
along the north and west sides of the permeable pavers. This curb will help contain the
ponding within the development. Northern Engineering feels the ponding at Inlet A5 and
Monitoring Well A7 will not impact neighboring properties.
Figure 2: Hydraulic Grade Line Basin A3 to Monitoring Well 7
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FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
Figure 3:Monitoring Well A4 & Inlet A5
Figure 4:Monitoring Wells A6 & A7
Monitoring Well A4
Inlet A5
Monitoring Well A6
Monitoring Well A7
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
• Item III.B.2: Northern Engineering did not observe construction. Northern Engineering was
unable to verify encasements and clearances between storm sewer and existing and
proposed utilities.
• Item III.B.3: Northern Engineering did not observe construction. Northern Engineering was
unable to verify the specific joint types used in construction of the storm sewer system.
• Item VII.A: The underdrain from Basin A3 to Monitoring Well A4 (shown on Sheet C2.01)
was constructed with a slope below the design of 0.40% (a slope of 0.22%. was
constructed). We have re-analyzed this storm line and compared the hydraulic grade line.
As shown in Figure 2Figure 2, the hydraulic grade line rises by 0.27’. As depicted on Table
1, this is below the rim of Monitoring Well A4. Based on the revised HGL, we feel this will
convey the design storm hydraulic capacity.
• Item VII.A: The underdrain from Monitoring Well A4 to Inlet A5 (shown on Sheet C2.01)
was constructed with a slope below the design of 0.40% (a slope of 0.25%. was
constructed). We have re-analyzed this storm line and compared the hydraulic grade line.
As shown in Figure 2Figure 2, the hydraulic grade line rises by 0.50’. As depicted in Table,
this results in 0.27’ of ponding at Inlet A5 and 0.23’ of ponding at Monitoring Well A7.
The storm sewer was re-analyzed assuming the permeable pavers near Inlet A5 and
Monitoring Well A7 was completely blocked preventing infiltration. If properly maintained,
the permeable pavers will reduce the amount of ponding that will occur at Inlet A5 and
Monitoring Well A7. As shown in Figure 3 and Figure 4, there exists a 6” vertical curb
along the north and west sides of the permeable pavers. This curb will help contain the
ponding within the development. Northern Engineering feels the ponding at Inlet A5 and
Monitoring Well A7 will not impact neighboring properties.
• Item VII.A.2: According to the Contractor, the underdrain was installed per the design
drawings. Northern Engineering did not observe installation of underdrain and was unable
to verify the perforated and non-perforated sections of the underdrain.
• Item VII.A.5: According to the Contractor, the underdrain was installed per the design
drawings. Northern Engineering did not observe installation of underdrain and was unable
to verify type, depth, and width of backfill material.
• Item VII.A.6: According to the Contractor, the underdrain was installed per the design
drawings. Northern Engineering did not observe installation of underdrain and was unable
to verify if the underdrain was wrapped with geotextile fabric.
Please feel free to contact me with any questions you may have.
Thank You,
NORTHERN ENGINEERING
Frederick S. Wegert, PE
Project Engineer
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NOVEMBER 2015 CONTACT INFORMATION
PROJECT TEAM:
ROF Properties, LLC
C/O Firsthand Management LLC
5271 S. Yampa St.
Centennial, CO 80015
UTILITY CONTACT LIST: *
UTILITY COMPANY
* This list is provided as a courtesy reference only. Northern Engineering Services assumes no responsibility for
the accuracy or completeness of this list. In no way shall this list relinquish the Contractor's responsibility for
locating all utilities prior to commencing any construction activity. Please contact the Utility Notification Center of
Colorado (UNCC) at 811 for additional information.
PHONE NUMBER
Northern Engineering Services, Inc.
Bud Curtiss, PE,
301 N. Howes Street, Suite 100
Fort Collins, Colorado 80521
(970) 221-4158
E N G I N E E R N GIEHTRONRN
PLANNER/
LANDSCAPE ARCHITECT
These plans have been reviewed by the City of Fort Collins for concept only. The review does not imply responsibility
by the reviewing department, the City of Fort Collins Engineer, or the City of Fort Collins for accuracy and correctness
of the calculations. Furthermore, the review does not imply that quantities of items on the plans are the final quantities
required. The review shall not be construed for any reason as acceptance of financial responsibility by the City of Fort
Collins for additional quantities of items shown that may be required during the construction phase.
DISCLAIMER STATEMENT:
PROJECT
LOCATION
VICINITY MAP
1"=1500'NORTH
DEVELOPER/APPLICANT
SITE ENGINEER
SURVEYOR
PROJECT DATUM: NAVD88
BENCHMARK #1:
City of Fort Collins Benchmark 3-08
Southwest corner of Mulberry St. and Shields St. on a concrete traffic signal base
Elevation = 5030.29
BENCHMARK #2:
City of Fort Collins Benchmark 31-97
Southwest corner of Laporte Ave. and Sheilds St., on a concrete traffic signal base.
Elevation = 5023.65
Please note: This plan set is using NAVD88 for a vertical datum. Surrounding
developments have used NGVD29 Unadjusted for their vertical datums.
If NGVD29 Unadjusted Datum is required for any purpose, the following equation should be
used: NGVD29 Unadjusted = NAVD88 - 3.17'.
Basis of Bearings
Basis of Bearings is the East right-of-way line of North Shields Street as bearing
North 00° 35' 27" East (assumed bearing).
Original Field Survey by:
Northern Engineering Services
Project #1022-001
Date: April, 23 2014
ORIGINAL FIELD SURVEY BY:
PROJECT BENCHMARKS:
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what's below.
before you dig.Call
R
SHEET INDEX
COVER SHEET
EXISTING CONDITIONS
UTILITY SHEETS
GENERAL & CONSTRUCTION NOTES
C0.00
C0.01
EXISTING CONDITIONS & DEMOLITION PLANC1.00
UTILITY PLANC2.00
DRAINAGE & DRAINAGE
C6.00 DRAINAGE EXHIBIT
I hereby affirm that these final
construction plans were prepared
under my direct supervision, in
accordance with all applicable City
of Fort Collins and State of
Colorado standards and statutes,
respectively; and that I am fully
responsible for the accuracy of all
design. revisions, and record
conditions that I have noted on
these plans.
CERTIFICATION STATEMENT:
GRADING AND EROSION CONTROL SHEETS
EROSION CONTROL DETAILSC3.02
UTILITY PLANS FOR
LOCATED IN THE SOUTHWEST QUARTER OF SECTION 11, TOWNSHIP 7 NORTH,
RANGE 69 WEST OF THE 6TH P.M., CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO
(1032 W. MOUNTAIN AVENUE)
LANDMARK RESIDENCES ON MOUNTAIN AVENUE
Ripley Design, Inc.
Brent Cooper
401 West Mountain Avenue
Fort Collins, Colorado 80521
(970) 224-5828■ land planning ■ landscape architecture ■
■ urban design ■ entitlement ■
Northern Engineering Services, Inc.
Eric Smith, PLS
301 North Howes Street, Suite 100
Fort Collins, Colorado 80521
(970) 221-4158
E N G I N E E R N GIEHTRONRN
STREET SHEETS
PUBLIC ALLEY
ROADWAY PLAN & PROFILE
C4.00
PUBLIC ALLEY
CROSS SECTIONS
C4.01
GRADING PLANC3.00
EROSION CONTROL STATIC PLANC3.01
DETAIL SHEETS
C5.00-C5.04 CONSTRUCTION DETAILS
GAS-----------------Xcel Energy-----------------------------Stephanie Rich (970) 225-7857
ELECTRIC--------City of Fort Collins Light & Power --Justin Fields (970) 224-6150
CABLE-------------Comcast----------------------------------Don Kapperman (970) 567-0425
TELECOM.--------CenturyLink-------------------------------William Johnson (970) 377-6401
WATER------------City of Fort Collins Utilities -----------Shane Boyle (970) 221-6339
WASTEWATER--City of Fort Collins Utilities -----------Shane Boyle (970) 221-6339
STORMWATER-City of Fort Collins Utilities -----------Glen Schlueter (970) 221-6700
Vaught Frye Larson Architects
Taylor Meyer, AIA LEED AP BD+C
419 Canyon Avenue, Suite 200
Fort Collins, CO 80521
(970) 224-1191
ARCHITECT
VAUGHT FRYE LARSON architects
STORM DRAIN PLANC2.01
C6.01 FLOODPLAIN EXHIBIT
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GTHESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERINGSERVICES, INC., ARE BASED ON FIELD INFORMATION GATHERED BYOTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NOLIABILITY FOR THE ACCURACY OF THIS FIELD INFORMATION.
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9852 CLAIRTON PL
LITTLETON, CO 80126
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PROPOSED 1" RESIDENTIAL
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I
C
E
18
±
L
F
1
"
WA
T
E
R
S
E
R
V
I
C
E
15± LF 1"
WATER SERVICE
EXISTING 8" WATER MAIN
INSTALL
1" WATER
SERVICE
PRIVATE
1" CURB STOP
& 3/4" METER
EXISTING 8"
SEWER MAIN
58
±
L
F
4
"
P
V
C
@
2
.
0
0
%
S
.
S
.
62
±
L
F
4
"
P
V
C
@
2
.
0
0
%
S
.
S
.
55
±
L
F
4
"
P
V
C
@
2
.
0
0
%
S
.
S
.
55
±
L
F
4
"
P
V
C
@
2
.
0
0
%
S
.
S
.
62
±
L
F
4
"
P
V
C
@
2
.
0
0
%
S
.
S
.
22
±
L
F
4
"
P
V
C
@
2
.
0
0
%
S
.
S
.
SS SERVICE 6
INV.=5017.15
FG=5023.85
SS SERVICE 5
6"x4" TEE
w/ 4" REDUCER
INV.=5016.51
FG=5023.55
SS SERVICE 4
6"x4" TEE
INV.=5016.15
FG=5023.40
SS SERVICE 3
6"x4" TEE
INV.=5016.03
FG=5023.42
SS SERVICE 2
6"x4" TEE
INV.=5015.43
FG=5023.33
SS SERVICE 1
6"x4" TEE
INV.=5015.31
FG=5023.32
INSTALL RESIDENTIAL
SERVICE CONNECTION
INV.=5013.23
FG=5022.85
96.00 LF 6" PVC @ 2.00%
6.00 LF
6" PVC
@ 2.00%
30.00 LF 6" PVC @ 2.00%6.00 LF
6" PVC
@ 2.00%
18.00 LF
6" PVC
@ 2.00%
19.7
1
L
F
4
"
P
V
C
@
2
.
0
0
%
EXISTING STORM INLET
GRATE EL=5021.45
BTM SILTED IN
FL=5020.05 (W) 8"
SILT TO BE REMOVED
PRIVATE
1" CURB STOP
& 3/4" METER
PRIVATE
1" CURB STOP
& 3/4" METER
PRIVATE
1" CURB STOP
& 3/4" METER
EXISTING GAS
VALVE
EXISTING WATER
METER
1-1/2" x 1" TEE
W/ STIFFENER
(TYPICAL)
1-1/2" TEE
W/ 1" REDUCER &
STIFFENER
49.34 LF 4" PVC @ 2.00%
INSTALL 45° BEND
INV.=5014.54
FG=5023.63 26.5
9
L
F
4" P
V
C@ 2.
0
0
%
INSTALL 45° BEND
INV.=5015.07
FG=5024.07
INSTALL COMMERCIAL
SERVICE CONNECTION
INV.=5013.22
FG=5022.83
PROPOSED TRANSFORMER
PRIVATE STORM LINE
TO BE OWNED AND MAINTAINED
BY THE HOA
RELOCATED
ELECTRIC
VAULT
PROPOSED
TRAFFIC RATED
CLEANOUTS
INSTALL 45° BEND
INV.=5016.76
FG=5023.54
APPROXIMATE LIMITS
OF ASPHALT PATCHING
(SEE NOTE 7)
APPROXIMATE LIMITS
OF ASPHALT PATCHING
(SEE NOTE 7)
4.06 LF
4" PVC
@ 2.00%
CONNECT TO
EXISTING GAS
PROPOSED
ELEC. SERVICE
CONNECT TO
EXISTING
ELECTRIC PROPOSED UNDERDRAIN
SEE SHEET C2.01
PROPOSED STORM DRAIN
SEE SHEET C2.01
PROPOSED STORM DRAIN
SEE SHEET C2.01
ELECTRIC
METER
PROPOSED
TRAFFIC RATED
CLEANOUTS
PROPOSED
TRAFFIC RATED
CLEANOUT
PROPOSED
CLEANOUT
PROPOSED STORM DRAIN
SEE SHEET C2.01
GAS
METER
PROPOSED
COMMON RESIDENTIAL
SEWER SERVICE
PROPOSED
GAS SERVICE
23
±
L
F
1
"
WA
T
E
R
S
E
R
V
I
C
E
26
±
L
F
1
"
WA
T
E
R
S
E
R
V
I
C
E
16± LF 1"
WATER SERVICE
23±
L
F
1
"
WAT
E
R
S
E
R
V
I
C
E
INSTALL
1-1/2" WATER
SERVICE
INSTALL 1" METER
W/ CURB STOP
ELECTRIC
METER
GAS
METER
ELECTRIC
METER
GAS
METER
ELECTRIC
METER
GAS
METER
ELECTRIC
METER
GAS
METER
ELECTRIC
METER
GAS
METER
UTILITY
EASEMENT
91± LF 1"
WATER SERVICE
ELECTRIC
METER
WALL PENETRATIONS
TO BE COORDINATED
WITH STRUCTURAL
ENGINEER
WALL PENETRATIONS
TO BE COORDINATED
WITH STRUCTURAL
ENGINEER
APPROXIMATE LOCATION OF RELOCATED WATER LINE.
CONTRACTOR TO LOCATE PRIOR TO CONSTRUCTION OR
ORDERING OF MATERIALS
PROPOSED 4" COMMERCIAL
SANITARY SERVICE (TYP.)
GAS
METER
ELECTRIC
METER
GREASE TRAP OUT
INV.=5015.10
FG=5024.11
GREASE TRAP IN
INV.=5015.27
FG=5024.26
18
.
0
0
L
F
4
"
P
V
C
@
2
.
0
0
%
PROPOSED
TRAFFIC RATED
CLEANOUT
1-1/2" x 1" TEE
W/ 1" REDUCER &
STIFFENER
PROPOSED
COMMERCIAL
SEWER SERVICE
C.O.
W CS CS
W W
CS CSW WCS
W
CS
CS
CS W
C.O.C.O.
C.O.
C.O.
C.O.
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
No
.
Re
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By
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RE
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2
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10
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Sheet
Of 17 Sheets
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c
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C2.00
UT
I
L
I
T
Y
P
L
A
N
C.
S
n
o
w
d
o
n
A.
B
o
e
s
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1"
=
1
0
'
NORTH
NOTES:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES
ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE
COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE
RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE
RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES.
2.ALL WATER AND SEWER CONSTRUCTION SHALL BE PER THE CITY OF
FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS LATEST
EDITION.
3.ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY
REPRESENTED AND ARE NOT TO SCALE.
4.UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT
LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY
PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD.
5.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION
BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS & SERVICES.
MAINTAIN 3' HORIZONTAL SEPARATION BETWEEN ALL GAS AND ELECTRIC
SERVICE LINES.
6.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT
DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER
SURVEY INFORMATION.
{7.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE
DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL
REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS.
}
8.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD
LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY
SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS.
9.ALL INDIVIDUAL WATER SERVICES LINES ARE TO BE INSTALLED WITH A
CURB STOP AND A METER OUTSIDE OF THE BUILDING.{
10.REFER TO MECHANICAL PLANS FOR ALL WATER SERVICE AND SANITARY
SEWER SERVICE LOCATIONS. IF CONFLICT OCCURS BOTH THE MECHANICAL
ENGINEER AND CIVIL ENGINEER SHALL BE CONTACTED PRIOR TO
INSTALLATION OR ORDERING OF MATERIALS.
11.WATER SERVICE LINES BEYOND CITY CURB STOPS ADJACENT TO
MOUNTAIN AVENUE AND SANITARY SEWER SERVICE LINES EXTENDING
FROM SHIELDS STREET PUBLIC MAIN INTO THE SITE ARE TO BE MAINTAINED
BY THE HOMEOWNERS ASSOCIATION.
}12.A FLOODPLAIN USE PERMIT IS REQUIRED PRIOR TO ANY WORK WITHIN
THE HIGH-RISK FLOOD FRINGE AND FLOODWAY. SEE SHEET C6.01 FOR
FLOODPLAIN INFORMATION.
13.A NO-RISE CERTIFICATION IS REQUIRED PRIOR TO ANY CONSTRUCTION
WITHIN THE FLOODWAY. SEE SHEET C6.01 FOR FLOODPLAIN INFORMATION.
14.SEE FLOODPLAIN EXHIBIT ON SHEET C6.01 FOR FLOODPLAIN
EXISTING LOT LINE
EXISTING WATER MAIN
PROPOSED STORM SEWER
LEGEND:
W
G
CTV
E
EXISTING STORM SEWER
EXISTING ELECTRIC
EXISTING TELEPHONE
EXISTING GAS
PROPOSED ELECTRIC TRANSFORMER
S
WPROPOSED WATER SERVICE
EXISTING SANITARY SEWER SS
PROPOSED CURB & GUTTER
PROPOSED CURB STOP & METER PIT
EXISTING FIRE HYDRANT H YD
PROPOSED EASEMENT LINE
PROPERTY BOUNDARY
PROPOSED ASPHALT PATCH
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what's below.
before you dig.Call
R
W
( IN FEET )
1 inch = ft.
Feet01010
10
20 30
PROPOSED LOT LINE
2
RE
C
O
R
D
D
R
A
W
I
N
G
S
FS
W
10
/
2
5
/
1
7
RECO
R
D
D
R
A
W
I
N
GTHESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERINGSERVICES, INC., ARE BASED ON FIELD INFORMATION GATHERED BYOTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NOLIABILITY FOR THE ACCURACY OF THIS FIELD INFORMATION.
MH
TELE
WV
WV
WV
HYDWV
VAULT
ELEC
CONTROL
IRR
W
GASW
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
XXXXXXXX
E
E
E
E
T S
TRAFFIC
VAULT
TRAFFIC
VAULT
TRAFFIC
VAULT
E
X
W W W W W W W W W W W W W W W W W W W W
UD
UD
UD UD UD UD UD UD UD UD UD
W
W
W W
W
W
S
S S
S
S
S
S
W
CO CO
CO
CO
CO
EEEEE
E
G
G
GG
G
G
GE
E E E
E
E
G
G
G
G
G
G
G
G
G
G
G
E
E
E
E
E E E E E E E E E E
G
G
G
G G G G G G G G G G G
G
G
G
G
G
G
G
G
G
EV
E
E
E
E
E
E
E
E
E E E E E E
E
E
E
E
E
E
E
E
E
E
E
DENEK JASON T/
CHISTINE D
9852 CLAIRTON PL
LITTLETON, CO 80126
W. MOUNTAIN AVE. (140' ROW)
N.
S
H
I
E
L
D
S
S
T
.
(6
0
'
R
O
W
)
FR
A
R
E
B
A
R
B
A
R
A
L
10
1
6
W
.
M
O
U
N
T
A
I
N
A
V
E
.
FO
R
T
C
O
L
L
I
N
S
,
C
O
8
0
5
2
1
BE
A
V
E
R
S
M
A
R
K
E
T
I
N
C
N
O
.
3
11
0
0
W
.
M
O
U
N
T
A
I
N
A
V
E
.
FO
R
T
C
O
L
L
I
N
S
,
C
O
8
0
5
2
1
CH
I
L
D
R
E
N
S
H
O
U
S
E
MO
N
T
E
S
S
O
R
I
S
C
H
O
O
L
L
L
C
11
3
N
.
S
H
I
E
L
D
S
S
T
.
FO
R
T
C
O
L
L
I
N
S
,
C
O
8
0
5
2
1
PUBLIC ALLEY
6' SIDEWALK
EXISTING
FIRE HYDRANT
21
'
A
D
D
I
T
I
O
N
A
L
RI
G
H
T
-
O
F
-
W
A
Y
EXISTING 8" WATER MAIN
EXISTING 8"
SEWER MAIN
EXISTING STORM INLET
GRATE EL=5021.45
BTM SILTED IN
FL=5020.05 (W) 8"
(SILT TO BE REMOVED)
PROPOSED
CLEANOUTS
(TYPICAL)
EXISTING GAS
VALVE
EXISTING WATER
METER
PROPOSED TRANSFORMER
PRIVATE STORM LINE
TO BE OWNED AND MAINTAINED
BY THE HOA
12" DRAIN BASIN A3-1
w/ SOLID LID
INV.=5021.05
FG=5023.86
12" DRAIN BASIN A3
w/ SOLID LID
INV.=5020.58
FG=5024.22
MONITORING WELL A6
w/ SOLID LID
INV.=5021.05
FG=5023.54
MONITORING WELL A4
w/ SOLID LID
INV.=5020.66
FG=5023.52
COMBINATION INLET A5
w/ GRATED LID
INV.=5020.90
FG=5023.24
MONITORING WELL A7
w/ 8" TRAFFIC RATED GRATE
INV.=5021.14
FG=5022.96
45° BEND
INV.=5021.33
FG=5023.03
PIPE END A3-3
w/ CONCRETE COLLAR
INV.=5021.35
FG=5021.35
CLEANOUT A2
INV.=5020.17
FG=5022.82
59.30 LF 6" PERF. PVC @ 0.40%
20
.
1
2
L
F
8"
P
V
C
@
0
.
4
0
%
RELOCATED
ELECTRIC
VAULT
PROPOSED
CLEANOUTS
(TYPICAL)
21.
5
8
L
F
8
"
P
V
C
@
0
.
4
0
%
1.29 LF
8" PVC
@ 0.40%
12" DRAIN BASIN A3-2
w/ 8" GRATE
INV.=5021.10
FG=5023.90
8"x8" TEE
INV.=5020.71
FG=5024.45
8"x4" TEE
INV.=5020.78
FG=5024.55
8" DRAIN BASIN
W/ 8" GRATE
INV=5021.46
FG=5024.80
8" DRAIN BASIN
W/ 8" GRATE
INV=5021.68
FG=5024.80
8"x4" TEE
INV.=5021.27
FG=5024.99
4"x8" TEE
w/ CLEANOUT
INV.=5021.49
FG=5025.24
8"x8" TEE
INV.=5020.86
FG=5024.10
8"x4" CROSS
INV.=5020.93 (N)
FG=5024.40
8"x4" TEE
INV.=5021.34
FG=5024.77
4"x8" TEE
w/ CLEANOUT
INV.=5021.58
FG=5024.83
8"x4" TEE
INV.=5021.48
FG=5024.76
4" ROOF LEADER
4" ROOF
LEADER
4" ROOF
LEADER
4" ROOF
LEADER
4" ROOF
LEADER
4" ROOF
LEADER
4" ROOF
LEADER
4" ROOF
LEADER
4" ROOF
LEADER
4" ROOF
LEADER4" ROOF
LEADER 4" ROOF
LEADER
4" ROOF
LEADER
4"x8" TEE
w/ CLEANOUT
INV.=5021.69
FG=5024.82
8"x4" TEE
INV.=5021.05
FG=5024.39
8"x4" TEE
INV.=5021.46
FG=5024.77
8"x4" TEE
INV.=5021.60
FG=5024.76
8" DRAIN BASIN
W/ 8" GRATE
INV=5021.73
FG=5024.69
90° BEND w/ CLEANOUT
INV.=5021.59
FG=5024.72
8"x4" TEE
w/ 8"x4"
REDUCER
INV.=5021.12
FG=5023.95
4" ROOF
LEADER
4" ROOF
LEADER
8"x8" TEE
INV.=5020.98
FG=5023.95
12" DRAIN BASIN A3-3
W/ SOLID LID
INV.=5021.19
FG=5023.04
90° BEND w/ CLEANOUT
INV.=5021.26
FG=5022.41
4" ROOF
LEADER
4" ROOF
LEADER
4" ROOF
LEADER
8"x4" TEE
INV.=5021.18
FG=5023.72
8"x4" TEE
INV.=5021.23
FG=5023.73
8" DRAIN BASIN
W/ 8" GRATE
INV=5021.66
FG=5024.70
APPROXIMATE LIMITS
OF ASPHALT PATCHING
(SEE NOTE 7)
APPROXIMATE LIMITS
OF ASPHALT PATCHING
(SEE NOTE 7)
8" DRAIN BASIN
W/ 8" GRATE
INV=5021.54
FG=5024.70
29.57 LF 8" PVC @ 0.40%15
.
4
3
L
F
8
"
P
V
C
@
0
.
4
0
%
21
.
1
7
L
F
6
"
P
E
R
F
.
P
V
C
@
0
.
4
0
%
37.41 LF 6" PERF. PVC @ 0.40%
32.14 LF 8" PVC @ 0.40%
33
.
8
4
L
F
8
"
P
V
C
@
0
.
4
0
%
5.26 LF 8" PVC @ 0.40%
36.01 LF 8" PVC @ 0.40%30.23 LF 8" PVC @ 0.40%16.22 LF 8" PVC @ 0.40%
11.92 LF
8" PVC
@ 0.40%
3.72 LF
8" PVC
@ 2.00%
24
.
2
3
L
F
8"
P
V
C
@
2
.
0
0
%
10
.
9
3
L
F
8"
P
V
C
@
2
.
0
0
%
11.06 LF
4" PVC
@ 2.00%9.61 LF
4" PVC
@ 2.00%
3.71 LF 8" PVC @ 2.00%
20.23 LF
8" PVC
@ 2.00%
6.
8
7
L
F
8"
P
V
C
@
2
.
0
0
%
5.
3
0
L
F
8"
P
V
C
@
2
.
0
0
%
3.70 LF
8" PVC
@ 2.00%
20
.
2
3
L
F
8
"
P
V
C
@
2
.
0
0
%
4.00 LF
8" PVC
@ 2.00%
9.39 LF
4" PVC
@ 2.00%
4.89 LF 8" PVC @ 2.00%
15
.
0
0
L
F
4"
P
V
C
@
2
.
0
0
%
3.70 LF
8" PVC
@ 2.00%
11
.
9
8
L
F
8"
P
V
C
@
0
.
4
0
%
24
.
1
2
L
F
8
"
P
V
C
@
0
.
4
0
%
2.83 LF
4" PVC
@ 2.00%
2.82 LF
4" PVC
@ 2.00%
PROPOSED
ELEC. SERVICE
CONNECT TO
EXISTING
ELECTRIC PROPOSED SANITARY SERVICE
SEE SHEET C2.00
PROPOSED SANITARY SERVICE
SEE SHEET C2.00
8"x4" TEE
INV.=5020.23
FG=5022.93
15.16 LF 4" PVC @ 2.00%
15.07 LF 4" PVC @ 2.00%
14
.
5
5
L
F
8
"
P
V
C
@
0
.
4
0
%
20
.
6
7
L
F
8
"
P
V
C
@
0
.
4
0
%
15.16 LF 4" PVC @ 2.00%
8"x4" TEE
INV.=5020.37
FG=5023.98
8"x4" TEE
INV.=5020.29
FG=5023.38
15
.
0
0
L
F
8
"
P
V
C
@
0
.
4
0
%
15.16 LF 4" PVC @ 2.00%
8"x4" TEE
INV.=5020.43
FG=5024.42
38
.
2
9
L
F
8
"
P
V
C
@
0
.
4
0
%
MECHANICAL
CONNECTION
(SEE PLUMBING
PLANS)
MECHANICAL
CONNECTION
(SEE PLUMBING
PLANS)
MECHANICAL
CONNECTION
(SEE PLUMBING
PLANS)
MECHANICAL
CONNECTION
(SEE PLUMBING
PLANS)
2.89 LF
8" PVC
@ 2.00%
8"x4" TEE
INV.=5021.54
FG=5024.74
8"x4" TEE
w/ 8"x4" REDUCER
INV.=5021.20
FG=5023.01
15.83 LF
4" PVC
@ 0.40%
EXISTING 8"
WASTER MAIN
PROPOSED PRIVATE RESIDENTIAL
WATER SERVICE (SEE SHEET C2.00)
PROPOSED PRIVATE COMMERCIAL
WATER SERVICE (SEE SHEET C2.00)
{\
F
a
r
c
h
i
t
x
t
|
c
0
;
1
3
.
6
L
F
@
0
.
2
2
%
}
{\Farchitxt|c0;56.9 LF @ 0.25%}{\Farchitxt|c0;39.6 LF @ 0.53%}
{\
F
a
r
c
h
i
t
x
t
|
c
0
;
2
0
.
9
L
F
@
1
.
4
%
}
{\Farchitxt|c0;124.2 LF @ 0.4%}
{\Farchitxt|c0;28.91 LF @ 0.26%}
C.O.
W CS CS
W W
CS CSW WCS
W
CS
CS
CS W
C.O.C.O.
C.O.
C.O.
C.O.
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
{INV.=5021.83
FG=5024.83}
{INV.=5020.28
FG=5022.55}
{\
F
a
r
c
h
i
t
x
t
|
c
0
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1
0
7
.
7
9
L
F
@
0
.
2
6
%
}
{INV.=5021.20
FG=5021.20}
{\
F
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}
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C2.01
ST
O
R
M
D
R
A
I
N
P
L
A
N
C.
S
n
o
w
d
o
n
A.
B
o
e
s
e
1"
=
1
0
'
NORTH
NOTES:
EXISTING LOT LINE
EXISTING WATER MAIN
PROPOSED STORM SEWER
LEGEND:
W
G
CTV
E
EXISTING STORM SEWER
EXISTING ELECTRIC
EXISTING TELEPHONE
EXISTING GAS
S
WPROPOSED WATER SERVICE
EXISTING SANITARY SEWER SS
PROPOSED CURB & GUTTER
PROPOSED CURB STOP & METER PIT
EXISTING FIRE HYDRANT H YD
PROPOSED EASEMENT LINE
PROPERTY BOUNDARY
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what's below.
before you dig.Call
R
W
( IN FEET )
1 inch = ft.
Feet01010
10
20 30
PROPOSED ELECTRIC TRANSFORMER
PROPOSED ASPHALT PATCH
PROPOSED LOT LINE
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES
ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE
COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE
RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE
RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES.
2.ALL WATER AND SEWER CONSTRUCTION SHALL BE PER THE CITY OF
FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS LATEST
EDITION.
3.ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY
REPRESENTED AND ARE NOT TO SCALE.
4.UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT
LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY
PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD.
5.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION
BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS & SERVICES.
MAINTAIN 3' HORIZONTAL SEPARATION BETWEEN ALL GAS AND ELECTRIC
SERVICE LINES.
6.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT
DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER
SURVEY INFORMATION.
{7.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE
DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL
REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS.
}
8.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD
LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY
SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS.
9.ALL INDIVIDUAL WATER SERVICES LINES ARE TO BE INSTALLED WITH A
CURB STOP AND A METER OUTSIDE OF THE BUILDING.{
10.REFER TO MECHANICAL PLANS FOR ALL WATER SERVICE AND SANITARY
SEWER SERVICE LOCATIONS. IF CONFLICT OCCURS BOTH THE MECHANICAL
ENGINEER AND CIVIL ENGINEER SHALL BE CONTACTED PRIOR TO
INSTALLATION OR ORDERING OF MATERIALS.
11.WATER SERVICE LINES BEYOND CITY CURB STOPS ADJACENT TO
MOUNTAIN AVENUE AND SANITARY SEWER SERVICE LINES EXTENDING
FROM SHIELDS STREET PUBLIC MAIN INTO THE SITE ARE TO BE MAINTAINED
BY THE HOMEOWNERS ASSOCIATION.
}12.A FLOODPLAIN USE PERMIT IS REQUIRED PRIOR TO ANY WORK WITHIN
THE HIGH-RISK FLOOD FRINGE AND FLOODWAY. SEE SHEET C6.01 FOR
FLOODPLAIN INFORMATION.
13.A NO-RISE CERTIFICATION IS REQUIRED PRIOR TO ANY CONSTRUCTION
WITHIN THE FLOODWAY. SEE SHEET C6.01 FOR FLOODPLAIN INFORMATION.
14.SEE FLOODPLAIN EXHIBIT ON SHEET C6.01 FOR FLOODPLAIN
2
RE
C
O
R
D
D
R
A
W
I
N
G
S
FS
W
10
/
2
5
/
1
7
RECO
R
D
D
R
A
W
I
N
GTHESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERINGSERVICES, INC., ARE BASED ON FIELD INFORMATION GATHERED BYOTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NOLIABILITY FOR THE ACCURACY OF THIS FIELD INFORMATION.
UD
UD
UD UD UD UD UD UD UD UD UD
CO CO
CO
CO
CO
MH
TELE
CONTROL
IRR
W
VAULT
GAS
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
XXXXXXXX
XXXXXX
E
E
E
E
T S
TRAFFIC
VAULT
TRAFFIC
VAULT
TRAFFIC
VAULT
E
VAULT
CABLE
VAULT
ELEC
X X
FFE=25.90
FFE=26.40
FFE=26.40
FFE=26.40 FFE=26.40 FFE=26.40
FFE=26.40
DENEK JASON T/
CHISTINE D
9852 CLAIRTON PL
LITTLETON, CO 80126
N.
S
H
I
E
L
D
S
S
T
.
(6
0
'
R
O
W
)
FRARE BARBARA L
1016 W. MOUNTAIN AVE.
FORT COLLINS, CO 80521
BEAVERS MARKET INC NO.3
FORT COLLINS, CO 80521
PERFORATED
MONITORING
WELL
COMBINATION
INLETPERFORATED
MONITORING
WELL
6" PERFORATED
UNDERDRAIN
6" PERFORATED
UNDERDRAIN
8" SOLID
OUTLET PIPE
RAMP
RAMP
RAMP
PERMEABLE
PAVERS
PERMEABLE
PAVERS
18" INFLOW
CURB & GUTTER
INSTALL TRUNCATED
DOME
2-RISERS
6-RISERS
5-RISERS
2-RISERS
PERFORATED
MONITORING
WELL W/ OPEN
GRATE
DRAIN BASIN
CLEANOUT
PIPE END w/
CONCRETE COLLAR
DRAIN BASIN
w/ OPEN GRATE
CLEANOUT
CLEANOUT
CLEANOUTCLEANOUT
CLEANOUT
DRAIN BASIN
w/ GRATE
DRAIN BASIN
w/ GRATE DRAIN BASIN
w/ GRATE
DRAIN BASIN
DRAIN
BASIN
PROPOSED
ELECTRIC
TRANSFORMER
2.27' CURB CUT3.77' CURB CUT
OUTFALL CURB
& GUTTER
THICKENED EDGE
THICKENED EDGE
OUTFALL CURB
& GUTTER
THICKENED
EDGE
THICKENED
EDGE
4-RISERS
4-RISERS 4-RISERS
4-RISERS
4-RISERS
2-RISERS
2-RISERS 2-RISERS2-RISERS2-RISERS
4-RISERS
LANDING
RAMP
1-RISER
2-RISERS
2-RISERS2-RISERS
2-RISERS
OUTFALL
CURB & GUTTER
OUTFALL
CURB & GUTTER
1
1
C.O.
W CS CS
W W
CS CSW WCS
W
CS
CS
CS W
C.O.C.O.
C.O.
C.O.
C.O.
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
25.85AB 25.88AB
25.84AB
25.78AB 25.81
AB
25.88AB
25.81AB
23.73AB
25.79AB
25.71AB
22.88AB23
.
3
6
AB
22.78AB23
.
3
7
AB 23.52AB
22.94AB
22.90AB
23.49AB
23.23AB
23.83AB23.83AB
23.24
AB
22
.
5
2
AB
22.98
AB
22
.
5
5
AB
23.10
AB 22.86AB
22
.
2
8
AB 22
.
2
8
AB
22.85AB 22.13
AB
22.72AB
22
.
1
4
AB
22.72AB
22
.
0
7
AB22
.
1
0
AB22
.
2
2
AB 22
.
1
9
AB 22
.
0
0
AB 21
.
9
8
AB 21
.
8
7
AB 21
.
8
6
AB 21
.
7
4
AB 21
.
6
7
AB 21
.
6
0
AB 21
.
5
6
AB 21
.
4
3
AB
22.77AB22.15AB
22.17AB
22.72AB
21
.
8
0
AB
22.38AB
21
.
7
6
AB
22.39
AB
23
.
8
9
AB
23.98AB 23.94AB
25
.
8
7
AB
25.68AB
23.78AB
25
.
8
4
AB
24.48AB
25.75AB
25
.
6
6
AB 25
.
7
3
AB
25.73
AB
25
.
8
7
AB 25.87AB
25
.
8
6
AB
25.74
AB
23.36AB
22.82AB
22.75AB23
.
3
5
AB
23.76AB
23.95AB
23.84AB
25.82AB
23
.
3
4
AB
23.36AB
25
.
8
0
AB25
.
7
6
AB
25.78AB
25.86AB
23.30AB23.27AB
25.82AB
21
.
8
9
AB
24
.
4
0
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24
.
4
4
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24.31AB
24.18AB22.11AB
22.13AB
23.18AB
23.03AB22.22AB
24.56AB
24.36AB
24.29AB
23.90AB
23.75AB
24.14AB
24.06AB
24.28AB
24.77AB
23.90AB 23
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24.04AB
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23.93AB
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23.89AB
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FFE=25.88
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FFE=25.33
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LEGEND:
5013
PROPOSED CONTOUR 93
EXISTING CONTOUR
PROPOSED BARRIER CURB
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION 33.43
PROPOSED SLOPES
NOTES:
2.0%%%
PEDESTRIAN ACCESS RAMPS
(47.45)EXISTING SPOT ELEVATION
PROPOSED VERTICAL CURB & GUTTER
PROPOSED ELECTRIC TRANSFORMER
EXISTING RIGHT OF WAY
PROPOSED RIGHT OF WAY
NORTH
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what's below.
before you dig.Call
R
( IN FEET )
1 inch = ft.
Feet01010
10
20 30
PROPOSED LOT LINE
1
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RECO
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GTHESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERINGSERVICES, INC., ARE BASED ON FIELD INFORMATION GATHERED BYOTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NOLIABILITY FOR THE ACCURACY OF THIS FIELD INFORMATION.
2
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VAULT
CABLE
X X
UD
DENEK JASON T/
CHISTINE D
9852 CLAIRTON PL
LITTLETON, CO 80126
N.
S
H
I
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L
D
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S
T
.
(6
0
'
R
O
W
)
FRARE BARBARA L
1016 W. MOUNTAIN AVE.
FORT COLLINS, CO 80521
CALLAWAY
JEFFERY RYAN
EDWARDS-CALAWAY
LILY NOWELL
112 N. SSHIELDS ST.
FORT COLLINS, CO
80521
CHILDRENS HOUSE
MONTESSORI SCHOOL LLC
113 N. SHIELDS ST.
FORT COLLINS, CO 80521
PUBLIC ALLEY
19' EOC-FL
31" ROLLOVER
CURB & GUTTER
1' THICKENED
EDGE
13' EOC-FL
R9'R9'
PROPOSED
STORM DRAIN
SEE SHEET C2.01
EXISTING
DRIVE WAY
19' EOC-FL
\A1;19' EOC-FL
CONCRETE PAVEMENT
JOINTS (TYP.)
EXISTING SIBERIAN ELM
(SEE TREE PROTECTION
NOTES)
5015
5020
5025
5030
5035
5040
5015
5020
5025
5030
5035
5040
9+50 10+00 11+00 12+00 12+50
EXISTING
GROUND
PROPOSED
GRADE
50
2
2
.
6
7
50
2
2
.
7
2
50
2
2
.
5
5
50
2
2
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PV
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=
1
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=
5
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3
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.
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0
PV
I
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L
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=
5
0
2
1
.
9
0
75.0' VC
HP ELEV = 5022.73
HP STA = 10+43.03
PVI STA = 10+38.83
PVI ELEV = 5022.98
BV
C
S
:
1
0
+
0
1
.
3
3
BV
C
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:
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0
2
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.
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7
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.
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3
EV
C
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:
5
0
2
2
.
5
3
A.D. = 2.70
K = 27.80
PROPOSED
GRADE
EXISTING
GROUND
1.50%
-0.50%
-1.20%-0.80%
No
.
Re
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2
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1
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PR
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:
10
2
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Of 17 Sheets
LA
N
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M
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R
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C
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CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what's below.
before you dig.Call
R
DateCity Engineer
Date
Date
Date
Date
Stormwater Utility
Parks & Recreation
Traffic Engineer
Date
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Water & Wastewater Utility
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Environmental Planner
NORTH
EXISTING RIGHT-OF-WAY
LEGEND:
PROPOSED STORM SEWER
EXISTING STORM SEWER
EXISTING EDGE OF ASPHALT
ST
PROPOSED STORM MANHOLE
PROPOSED CURB & GUTTER
PEDESTRIAN ACCESS RAMPS
PROPOSED CONCRETE
CROSSPAN (TYP.)
PROPOSED RIGHT-OF-WAY
NOTES:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF
THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE
RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE
FOR ALL UNKNOWN UNDERGROUND UTILITIES.
2.SEE SOILS REPORT FOR PAVEMENT AND SUBGRADE PREPARATION, DESIGN AND
RECOMMENDATIONS.
3.MANHOLE RIM ELEVATIONS ARE TO BE ADJUSTED TO 1/4" BELOW FINISHED GRADE. IF
NECESSARY, CONE SECTIONS SHALL BE ROTATED TO PREVENT LIDS BEING LOCATED WITHIN
VEHICLE OR BICYCLE WHEEL PATHS.
4.EXPANSION JOINTS SHALL BE PROVIDED IN ALL SIDEWALKS AT MAXIMUM SPACING OF 50
FEET.
PROPOSED STORM INLET
PROPERTY BOUNDARY
PROPOSED LOT LINE
EASEMENT LINE
EXISTING LOT LINE
RIGHT FLOWLINE
PUBLIC ALLEY
SCALE : 1" = 20' (H) 1" = 5' (V)
( IN FEET )
0
1 INCH = 20 FEET
20 20 40 60
TREE PROTECTION NOTES:
1.PAVING SHOULD NOT BE CLOSER THAN 5 FEET FROM THE OUTER BARK OF THE
TREE.
2.EXCAVATION SHOULD BE NO MORE THAN 6 INCHES DEEP (FROM EXISTING GRADE)
AT A DISTANCE OF 5 FEET FROM THE OUTER BARK OF THE TREE.
3.EXCAVATION SHOULD NOT BE GREATER THAN 12 INCHES DEEP (FROM EXISTING
GRADE) AT A DISTANCE OF 8 FEET FROM THE OUTER BARK OF THIS TREE.
4.CONTRACTOR TO STAKE PROPOSED THICKENED EDGE WITH CUT AND FILL
QUANTITIES AND MEET WITH THE CITY FORESTER AND ENGINEER ON SITE PRIOR TO
CONSTRUCTION.
RECO
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GTHESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERINGSERVICES, INC., ARE BASED ON FIELD INFORMATION GATHERED BYOTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES NOLIABILITY FOR THE ACCURACY OF THIS FIELD INFORMATION.
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12/15 Page 1
OVERALL SITE and DRAINAGE CERTIFICATION
Commercial, Multi-Family and Subdivision Certification Form and Checklist
Project Name:
Date:
Building Permit Numbers:
(Commercial or multi-family)
Per the requirement in Fort Collins Stormwater Criteria Manual (FCSCM) Volume 1, Section 6.11, please fill in
all applicable items in this Certification Form for Commercial, Multi-Family and Overall Single Family sites.
NOTE: several items must be verified during construction. A copy of the approved grading plan must be
submitted with the as-built grading plan. (As-built elevations must be written in red next to the approved
elevations.)
•Use “Yes” for items completed as described.
•Use “N/A” for items that are not applicable to the site being certified.
•If any blanks are “No,” attach an explanation referencing the item number below.
Attach an explanation or description of the as-built condition for any items listed or for anything not listed but
shown on the approved construction plans.
Provide an as-built redline or Mylar drawing with the following:
I.Water Quality and Quantity Detention Basin Certification - FCSCM Vol.2, Ch.10
For multiple detention basins on a site, provide the following for each basin separately:
A. Volume: As-built topographic verification is attached at 1-foot (or less) contour intervals and
volume verification calculations for the water quality capture volume and the 100-year detention storage
volume.
1. Detention basin topography was prepared by a professional land surveyor registered in the state
of Colorado.
2.Both proposed and as-built contours are shown on the same plan sheet (dashed lines for
proposed and solid lines for as-built).
3.All critical spot elevations as shown on the approved construction plans have been verified and
the as-built elevations are shown on the plan sheet.
4.Stage-storage-discharge tables are provided on a separate document.
5.Verification that designed drain time is in compliance with Colorado Revised Statute § 37-92-
602(8) is attached and has been uploaded to the Statewide Compliance Portal
(tinyurl.com/COCompliancePortal) for approval. Uploaded documents must include:
a.The cover sheet from the approved drainage report
b.The stamped certification page from the approved drainage report
c.As-built topographic survey
d.Stamped certification page from the Overall Site & Drainage Certification
e.PDF output from the Stormwater Detention and Infiltration Design Data Speadsheet
12/15 Page 2
B.Water Quality and Quantity Detention Basin Grading: Attached is as-built verification that there is
a minimum 2% positive fall into the concrete trickle pans or flow-line(s) from all areas in the bottom of
the detention pond. If there is a “soft pan” in the flow-line, all areas still must meet the minimum 2%
grade requirement.
1.Low Flow: Choose one of the following detention basin low flow options as applicable:
a. Turf swale for low flow path in detention basin.
There is a minimum 2% grade in the flow-line(s) of the detention basin. The flattest as-built grade
is .
b.Concrete pan for low flow in detention basin.
There is a concrete pan installed that meets the grades as shown on the approved construction
plans. (Show as-built spot elevations.)
c.Soft pan for low flow in detention basin.
•Verify and document the soft pan material gradation, trench width and depth - to be verified
during construction by engineer. Picture documentation is preferred or engineer’s statement of
visual inspection and compliance. (Choose one below.)
o There is a soft pan with an underdrain installed that meets the design on the approved
construction plans. (Show the underdrain grades, bedding material, geotextile, spot elevations,
bends, cleanouts, etc.)
o There is soft pan installed without an underdrain but there is a type A or B soil. The soil
type must be documented by supplying verification from a registered professional geotechnical
engineer.
NOTE: Spot elevations are to be within 0.2 ft. +/-.
2. Side Slopes: The as-built side slopes of the detention basin have been calculated and are shown.
Indicate the side slope with an arrow and a numerical value (e.g., 6.25:1). The maximum slope allowed
is 4:1. Small areas of 3:1 may be acceptable, but slopes steeper than 3:1 must be stabilized or re-
graded. Provide documentation if a variance was granted for steeper slopes during the design process.
3.Spillway Certification: The following items must be field verified:
a.The location of the spillway is indicated on the as-built plan.
b.The width of the spillway is indicated on the as-built plan.
c.The elevation(s) of the spillway is shown on the as-built plan.
d.A concrete ribbon defines the location and grade of the spillway.
e.There is downstream scour protection in the spillway as per the construction plans. Indicate
type: (riprap size “D50” gradation and bedding type, geotextile, buried
riprap with inches of bury, etc.).
f.There are no obstructions in the spillway, such as trees, bushes, sidewalks, landscape
features, rocks, etc.
12/15 Page 3
4.Outlet Structure Certification
a.The orifice plate for the approved release rate is installed with the correct size and location of
the orifice.
b.The orifice plate for the water quality outlet is installed with the correct hole size, number of
rows and columns of holes.
c.The bottom hole on both the water quality and quantity outlets are at the bottom of the plate
so no water ponds in front of the plate.
d.The well screen is the correct material and is installed as shown on the construction plans.
e.100-year overflow grate elevation is . (Elev. A on detail D-46)
f.The top elevation of the water quality capture volume is . (Elev. B on detail
D-46)
g.Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the
top and bolted at the bottom.
h.The bottom of the outlet box has no obstructions or misalignments that will cause it to retain
runoff water and is sloped at 2% towards outlet.
II.Channels/Swales - FCSCM Vol.1, Ch.7, Sect.3&4
A. Capacity: The as-built capacity of all the major channels and swales has been verified. They meet
or exceed capacity requirements shown in the approved drainage study for this project.
1.All swales are located within the drainage easements as shown on the construction plans.
2.Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires
longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these
criteria are not met, the certification engineer will write a justification and propose mitigation for each
instance or have the issues corrected. If variances to these criteria have previously been approved and
are shown on the construction plans, no justification is needed.
3.As-built spot elevations on channels/swales are shown that correspond to spot elevations
shown on the approved construction plans.
4.All permanent erosion control measures are installed as shown on the approved construction
plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used
as part of this verification.)
5.All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the
system. (Pictures at tie-in points suggested.)
6.The minimum freeboard is provided for all channels and swales as shown on the approved
construction plans or as identified in the approved drainage study. (Show the freeboard provided on
the cross-sections as on the construction plan set or attached as separate documentation.)
7.The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees,
shrubs, sod, etc. infringe on the low flow portion of channels or swales.)
12/15 Page 4
III.Storm Pipes (aka storm drains) - FCSCM Vol.1, Ch.6, Sec. 4
A. Storm Drain Pipe Capacity: The as-built capacity of all pipes installed on this project has been
verified and meets or exceeds the capacity requirements shown in the approved drainage study for this
project.
1.All storm drain pipe sizes and materials have been verified and are in conformance with the
approved construction plans. (Indicate on the plan and profile sheets that they have been verified.)
Material and size substitutions must be approved prior to installation. If a pipe size or material was
changed during construction, the certification engineer must attach the approval documents or supply
them with this certification. Approval documents must include a calculation documenting the capacity
equivalency (equal or greater) of the substituted size.
2.The longitudinal slope of the pipe is as shown on the approved construction plans. The
acceptable minimum slope is 0.4%. All slopes flatter than the designed slope on the construction plans
must be justified with capacity calculations on an attached sheet.
3.The as-built invert elevations have been verified and are shown on the plan and profile sheets of
the approved construction plans.
B.Storm Drain Pipe Installation Requirements: All pipes are installed in accordance with the
approved construction plans.
1.The minimum cover requirements for all pipes have been met as shown on the approved
construction plans. These will be called out in critical locations.
2.All encasements and clearances as specified on the approved construction plans have been met.
3.Any specific joint types or construction methods specified on the approved construction plans
have been met. (List on a separate sheet and attach to this certification.)
IV.Concrete Pans - FCSCM Vol.1, Ch.7, Sec.4.1.3.4
A. Construction/Installation: All concrete pans have been constructed in accordance with the
approved construction plans.
1.The concrete pans are the correct size/width as shown on the approved construction plans.
2.The longitudinal slopes of the pans are as shown on the approved construction plans. The
certification engineer must justify or mitigate longitudinal slopes less than the minimum of 0.4% unless
a flatter slope was approved and is shown on the approved construction plans. Provide mitigation or
justification by separate document.
3.The cross-section of the pan is as shown on the construction plans. (Specifically, the pan cross-
section is “V” shaped and meets the side slope shown on the detail.)
4.The concrete pans are a minimum of 6 inches thick without reinforcement and a minimum of 4
inches thick with a minimum of 6X6-W14xW14 reinforcement per detail D20B and D20C. (Provide
documentation of the reinforcement used if different than shown on the details or on the approved
construction plans.)
5.The spot elevations shown on the concrete pan(s) have been verified and are shown on the as-
built drawings.
12/15 Page 5
V. Storm Drain Inlets - FCSCM Vol.1, Ch.6, Sec. 3
A. Construction/Installation: All storm drain inlets have been constructed in accordance with the
approved construction plans.
1.The size and type of inlets are consistent with the inlets shown on the approved construction
plan. Indicate by writing “Verified” on each inlet on the plan sheet or list on a separate document the
inlet number(s), type and size (length). If the inlet installed is other than the one on the approved
construction plan detail sheet, provide the name and source of the detail with justification for equal or
better capacity.
2.The size of the inlet opening is consistent with the approved detail. (Check height and width.)
3.The elevation of the grate (if applicable) is at the elevation shown on the street profile or as
indicated by a spot elevation on the construction plans.
4.The as-built invert elevations of all pipes entering and leaving the inlet are shown on the plan
and profile sheets within construction tolerance of 0.2 feet. If substantially different, provide
justification and capacity calculations to show the capacity is not affected or propose mitigation.
5.The as-built size of the inlet box is as shown on the construction plans or an explanation or
justification is attached.
6.All inlet covers are stenciled or stamped with the following designation: NO DUMPING – DRAINS
TO POUDRE RIVER.
VI.Culverts - FCSCM Vol.2, Ch.9
A. Construction/Installation: All culverts have been constructed and/or installed in accordance with
the approved construction plans.
1.All culvert sizes have been verified as indicated on the as-built construction plans as correct.
2.The culvert material type for all culverts installed is as on the approved construction plans and is
indicated on the as-built plans.
3.The as-built invert “in and out” elevations have been verified and are indicated on the as-built
construction plans.
4.The culvert headwalls or wing walls have been installed as shown on the approved construction
plans. Headwalls or wing walls may be needed in the as-built conditions onsite if the slopes adjacent to
the culvert are greater than 4:1. Please note areas needing stabilization in the certification narrative.
An alternative to consider is a turf reinforcement mat (TRM).
VII.Sub-Drains
A. Construction/Installation: All sub-drains shown on the construction plans have been installed in
accordance with those plans. Sub-drains installed with the sanitary sewer are to be verified on the
sanitary sewer plan and profile sheets of the construction plans. (NOTE: Indicate any sub-drains installed
after the plans were approved on the as-built plans.)
1.The size of the sub-drains are as approved on the construction plans and are indicated on the as-
built plans.
2.The type of sub-drain, in particular the perforated and non-perforated sections of the drain, are
as indicated on the approved construction plans.
12/15 Page 6
3.The cover requirements per the construction plans are provided.
4.The cleanouts have been installed at the locations shown on the construction plans and are
accessible for cleaning. (Cleanouts can be buried a maximum of 6 inches deep with their locations
marked.)
5.The backfill materials for sub-drains are as shown on the approved construction plans. (This
includes the type, depth and width.)
6.The geo-textile liner completely wraps the sub-drain and the permeable backfill material unless
shown otherwise on the approved construction plans. (Sub-drain pipe wrapped in a sock filter material
is accepted only if approved prior to installation.)
VIII.Curb Cuts
A. Construction: All curb cut openings are constructed in accordance with the approved construction
plans.
1.The size (width) of the curb cut opening is as shown on the approved construction plans.
2.The curb cut openings tie into a downstream swale, pipe, or other appurtenances with a smooth
transition and there no obstructions such as riprap or sod impeding the flow downstream of the curb
cut.
IX.Sidewalk Culverts & Chases
A. Construction/Installation: All sidewalk culverts have been installed at the locations shown on the
approved construction plans.
1.The size (width and length) of the culverts are as shown on the approved construction plans.
2.The cover plate is a minimum 5/8-inch galvanized plate bolted to a galvanized angle iron per the
detail shown on the approved construction plans or per the City’s detail.
3.The sidewalk culvert invert “in and out” elevations have been verified and are indicated on the
as-built plans.
4.The sidewalk culvert opening is as shown on the approved construction plans or per the City’s
detail.
5.There is a smooth transition both on the inlet and outlet ends of the sidewalk culvert with no
obstructions such as riprap or sod impeding the flow into or out of the sidewalk culvert.
X. Site Grading
A. Construction: All common open spaces have been graded in accordance with the approved
construction plans.
1.The grading on all common open spaces bordering private lots has been verified as correct and
the as-built rear lot corner elevations have been shown on the as-built plans.
12/15 Page 7
2.The as-built contours for “overlot grading” are shown on the as-built construction plans for all
common open spaces, tracts, outlots, etc. If not in compliance, please attach a narrative describing the
situation for noncompliance and when it may be corrected. An escrow for overlot grading may be
required. (NOTE: Residential Lot Grading Certification is a separate process from this Overall Site
Certification. It is understood that residential lots will be brought to final grade once the foundation is
backfilled so they may be lower than the plan shows at this Overall Site Certification stage.)
3.All turf reinforcement mats (TRMs) have been installed as shown on the approved construction
plans and the slopes are stabilized.
XI.Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3
A. Construction: All riprap has been installed in the locations and sizes indicated on the approved
construction plans.
XII.Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7
A. Construction: All fabric has been installed in the locations and sizes indicated on the approved
construction plans.
1.All fabric was installed per the details on the approved construction plans.
XIII.Post-Construction Site Cleanup - FCSCM Vol.3, Ch.7
A. Construction: All construction debris and obstructions of any kind have been removed from
drainage paths.
1.All construction debris has been removed except in staging area(s).
2.All ruts have been smoothed out in all construction areas.
3.All areas needing reseeding have been identified and future stabilization goals have been
coordinated with the Erosion Control Inspector and in accordance with FCSCM Vol.2 Chapter 12. Note
the area needing stabilization in the narrative.
XIV.Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12
A.The construction of channel drop structures is in accordance with the approved plan both in
location, horizontal dimensions and cross-section.
XV.Certification of LID and Water Quality Facilities - FCSCM Vol.3, Ch.4
A.Attached are the During Construction Inspection Checklist for Low Impact Development (LID) and
other items to be verified during construction, along with pictures and other required documentation.