HomeMy WebLinkAboutSite Certifications - 08/20/2020
April 22, 2020
Dan Mogen
City of Fort Collins
700 Wood Street
Fort Collins, CO 80522
RE: Permit: B1800694 – Union on Elizabeth
Fort Collins, Colorado
Dear Mr. Mogen:
This Overall Site and Drainage Certification Letter is provided to verify as-constructed conditions for
Union on Elizabeth. Northern Engineering completed survey work March 27, 2020, to verify general
compliance with the Final Utility Plans for Union on Elizabeth, dated March 9, 2018, and the Minor
Amendment dated September 28, 2018, by Northern Engineering.
Included in this drainage certification submittal are the following:
Appendix A - City of Fort Collins Overall Site and Drainage Certification Form.
Appendix B - City of Fort Collins During Construction Inspection Checklist and photographs provided
by contractor.
Appendix C - As-constructed sand filter and detention vault calculations. As-constructed isolator rows
weirs exhibit.
Appendix D - As-constructed record drawings for Grading and Storm Drain Plan and Profile Sheets.
Appendix E - Documents provided to the Colorado State Drain Portal website.
We have concluded, based on the attached information and personal site inspection, that the drainage
features for the project site have been constructed in substantial compliance with the above referenced
Final Utility Plans, with the following exceptions:
· Item I.A.2: Water quality and detention for this project is provided by an internal vault with
vertical walls. Proposed and as-built contours will be unreadable on the record drawings.
Instead, the record drawings show as-built depth and elevations of the sand filter and detention
vaults.
· Item I.B.2: Vault is concrete with vertical walls.
· Item I.B.3.d: Spillway is defined by curb on north side of detention vault.
· Item I.B.3.e: Spillway path is north along concrete drive aisle in parking garage.
· Item I.B.4.c: Water quality in vault is being provided by sand filter.
· Item I.B.4.g: Outlet structure grate is not hinged and bolted per City detail. Grate is bolted on
at four corners of the grate.
· Item II.A: The only major drainage channel on the site utilizes the alley on the west side of the
property. The alley was modified during construction, increasing its width, and as a result
greatly increasing the original design’s capacity.
· Item III.A.2: Storm pipes adjacent to the chamber system were designed with slopes <0.4% and
will operate as designed
· Item III.B.3: Northern Engineering did not observe construction. Northern Engineering was
unable to verify the joint types or construction methods used for the storm drain pipes.
· Item IV.A: The location of the concrete pan on the northeast corner and east side of the site was
adjusted due to the installation of a block retaining wall to account for the elevation difference
with the property to the north. Drainage will still flow as intended.
· Item IX.A.5: The concrete bottom of the planter on the east building leading to the sidewalk
chase discharging onto Elizabeth Street was constructed flatter than intended and was holding
water. Contractor has adjusted grades in the planter to eliminate standing water and will
monitor performance to see if additional corrective measures are needed.
· Item XIII.C The weirs for the chamber system are slightly lower than the design elevations
shown in the plans. The design called for the weirs to be the height of the chambers (12 inches).
Due to the inverts of the chambers being slightly lower than design as well, the result is a
deficiency of 0.2’ at most in these weirs. Included with this certification is an exhibit showing
the approximated worst-case water quality volume lost for each isolator row due to the weir
height deficiency. Through this analysis, it was determined that neglecting the chamber’s
irregular shape, the overall system was handling approximately 92.5% of the design volume,
though considering the chamber’s shape the actual efficiency is over 96% and the chambers will
still perform as intended.
Please feel free to contact me with any questions you may have.
Northern Engineering Services, Inc.
Benjamin Ruch, PE
Project Engineer
Appendix A
Overall Site and Drainage Certification Form
Appendix B
During Construction Inspection Checklist
Appendix C
Water Quality Capture Volume
Project: Union on Elizabeth
Basin Description: Vault AB-Stage Storage
Contour Contour Depth Incremental Cumulative Incremental Cumulative
Elevation Area (ft) Volume Volume Volume Volume
(sq. ft) Avg. End Avg. End Conic Conic
(cu. ft) (cu. ft) (cu. ft) (cu. ft)
5,028.581 0.03 N/A N/A 0.00 N/A 0.00
5,028.600 10.60 0.019 0.10 0.10 0.07 0.07
5,028.800 311.39 0.200 32.20 32.30 25.30 25.37
5,029.000 311.82 0.200 62.32 94.62 62.32 87.69
5,029.200 312.25 0.200 62.41 157.03 62.41 150.09
5,029.400 312.67 0.200 62.49 219.52 62.49 212.59
5,029.600 313.10 0.200 62.58 282.10 62.58 275.16
5,029.800 313.53 0.200 62.66 344.76 62.66 337.83
5,030.000 313.96 0.200 62.75 407.51 62.75 400.58
5,030.200 314.39 0.200 62.84 470.35 62.84 463.41
5,030.400 314.82 0.200 62.92 533.27 62.92 526.33
5,030.600 315.25 0.200 63.01 596.27 63.01 589.34
5,030.800 315.68 0.200 63.09 659.37 63.09 652.43
5,031.000 316.11 0.200 63.18 722.55 63.18 715.61
5,031.200 316.54 0.200 63.27 785.81 63.27 778.88
5,031.400 316.97 0.200 63.35 849.17 63.35 842.23
5,031.600 317.40 0.200 63.44 912.60 63.44 905.67
5,031.800 317.83 0.200 63.52 976.13 63.52 969.19
5,032.000 1,276.87 0.200 159.47 1135.60 148.78 1117.98
5,032.200 1,277.73 0.200 255.46 1391.06 255.46 1373.44
5,032.400 1,278.58 0.200 255.63 1646.69 255.63 1629.07
5,032.600 1,279.43 0.200 255.80 1902.49 255.80 1884.87
5,032.800 1,280.28 0.200 255.97 2158.46 255.97 2140.84
5,033.000 1,281.13 0.200 256.14 2414.60 256.14 2396.98
5,033.200 1,281.98 0.200 256.31 2670.91 256.31 2653.29
5,033.400 1,282.83 0.200 256.48 2927.39 256.48 2909.77
5,033.600 1,283.68 0.200 256.65 3184.04 256.65 3166.42
5,033.630 1,283.81 0.030 38.51 3222.56 38.51 3204.94
2.08'
(25")
1'
(12")
CHAMBER PEAK
FULL SECTION = 1.16 SF PEAK 98.3% FULL = 1.14 SF
SECTION 1-1
(@ PEAK OF CHAMBER)
SECTION @ BASIN A11A-1
SECTION @ BASIN A15-3SECTION @ BASIN A14
INV = 5028.48
WEIR = 5029.39
INV = 5028.59
WEIR = 5029.36
INV = 5028.32
WEIR = 5029.12
SC-160LP CHAMBER SIDE SC-160LP CHAMBER PLAN1
1
CHAMBER VALLEY
CHAMBER PEAK
CHAMBER VALLEY
FULL SECTION = 0.78 SF
1.64'
0.91'
0.77'0.8'
ELEVATION DIFFERENCE
IN VALLEY = 0.15'
(1.8")
VALLEY 100% FULL = 0.78 SF
OVERALL = 99.15% FULL
PEAK 89.7% FULL = 1.04 SF
VALLEY 98.7 % FULL = 0.77 SF
PEAK 91.4% FULL = 1.06 SF
VALLEY 99.7% FULL = 0.778 SF
OVERALL = 94.20% FULL OVERALL = 95.55% FULL
OVERALL COMBINED = 96.3% FULL
AS-BUILT WEIR ELEVATION
AFFECT ON CHAMBER VOLUME
FORT COLLINS, CO
E N G I N E E R N GI
EHTRON R N
4.22.20
D:\PROJECTS\1252-005\DRAINAGE\DRNGCERT\SITE CERTIFICATION\WEIR VOLUME EXHIBIT.DWG
UNION ON ELIZABETH
Appendix D
Record Drawings
VAULT
ELEC
VAULT
TELE
VAULT
ELEC
VAULT
ELEC
VAULT
ELEC
S
WVHYD
VAULT
F.O.
FO
T
T
CABLE
CTV
T
E
XXXX
X
E
E E E E E E
SS SS SS SS SS SS SS SS
X
X
X
X
X X X X X
X X X X X
E
E
E
E
E
E
E
E
E
E E
E
E
E
E
E
W
W
G G
E E E E E E E E E E E E E E
TTT
T
T
T
T
T
T T
E
C
W W W W W W W W W W W W W W W W W
D
G
S
X
TF
X
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
IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR
UP
UP
DN
FD
C
TFTF
TFTF
TFTF
TFTF
FD
C
WEST ELIZABETH STREET
(80' ROW)
PROPOSED 2'
SIDEWALK CULVERT
PROPOSED 4'
CONCRETE PAN
TIE PAN TO
EXISTING FLOWLINE
PROPOSED 4'
CONCRETE PAN
PROPOSED 2'
CONCRETE PAN
PROPOSED 2'
CONCRETE PAN
EXISTING 8" CLAY
SANITARY SEWER APPROXIMATE LOCATION
EXISTING 8" CLAY
SANITARY SEWER
APPROXIMATE LOCATION
EXISTING 8" WATER
APPROXIMATE LOCATION
EXISTING 14" CSU
IRRIGATION
EXISTING FH
EXISTING
SIDEWALK
CHASE
EXISTING
FLOW LINE
SECTION LINE
EXISTING MANHOLE
RIM TO BE ADJUSTED
EXISTING 24" RCP STORM DRAIN
PROPOSED 3"
RESIDENTIAL
WATER SERVICE
90° BEND A13
INV.=5028.56
FG=5031.37
START CHAMBER A12
INV.=5028.55
FG=5031.37
LOT 3, CAMPUS WEST
SHOPPING CENTER
COLLINS CAMPUS
WEST LLC
1110 W ELIZABETH ST
LOT 1, CAMPUS WEST
SHOPPING CENTER
NCIC LLC
1232 W ELIZABETH ST
TOWN SQUARE
CONDOMINIUMS
LOKAL
FORT COLLINS CO LLC
1201 W PLUM ST
CAMBRIDGE HOUSE LOFTS
BRIDGE-CAMBRIDGE LP
1113 W PLUM ST
LOT 1, SOUTH SHIELDS
SUBDIVISION
825 S SHIELDS LLC
825 S SHIELDS ST
EXISTING
TRANSFORMER
PROPOSED
TRANSFORMERS
N:126824.52
E:188773.78 N:126817.51
E:189133.38
N:126540.47
E:189130.90
N:126545.83
E:188770.94
PROPOSED
RELOCATED
UTILITIES
PROPOSED
TRENCH DRAIN A
(SEE DETAIL)
PROPOSED
RELOCATED
UTILITIES
PROPOSED
RELOCATED
UTILITIES
PROPOSED
TRENCH DRAIN B
(SEE DETAIL)
VA
U
L
T
A
R
E
A
EXMH
INV. IN=5025.68 (W)
INV. IN=5025.88 (N)
INV. OUT=5025.68 (E)
FG=5028.13
SSMH
INV. IN=5025.22 (W)
INV. IN=5025.42 (N)
INV. OUT=5025.22 (E)
FG=5028.48
RES SSERV 1
INV.=5026.20
PROPOSED 6' UTILITY
EASEMENT
9' UTILITY
EASEMENT
PROPOSED 12'
UTILITY EASEMENT
UTILITY EASEMENT
PROPOSED 8"
FIRE SERVICE
CONNECT TO EXISTING 8" WATER MAIN
8"x8" TAPPING SADDLE w/ 8" GV (N), & TB
N:126487.52
E:188786.35
89
.
4
9
L
F
8
"
P
V
C
N0
0
°
3
4
'
5
8
"
E
12
2
.
7
9
L
F
8
"
P
V
C
N0
0
°
3
5
'
0
0
"
E
8"x8" TEE w/ TB,
8"x6" REDUCER (N),
& 8" GV (E)
N:126724.41
E:188788.76
PROPOSED 1.5"
COMMERCIAL
WATER SERVICE
PROPOSED 1.5"
WATER METER
PROPOSED 3"
WATER METER
EXISTING
SSMH
PROPOSED
SAWCUT
PROPOSED
SAWCUT
PROPOSED
SAWCUT
PROPOSED
SAWCUT
PROPOSED
SAWCUT
PROPOSED
SAWCUT
N:126573.94
E:188805.83
N:126779.19
E:188805.45
N:126807.23
E:188864.57
N:126808.56
E:188911.48
N:126805.20
E:189118.78
N:126569.29
E:189093.34
SA
N
D
F
I
L
T
E
R
A
R
E
A
N:126716.47
E:188805.22
N:126716.27
E:188907.98
PROPOSED 4'
CONCRETE PAN
POTENTIAL CROSSING CONFLICT
(CONTRACTOR TO VERIFY
LOCATION PRIOR TO CONSTRUCTION)
RES SERV 2
INV.=5025.74
SSERV CONNECTION
CUT IN TEE
INV.=5025.19
FG=5028.45
PROPOSED 2'
SIDEWALK CHASE
PROPOSED 2'
SIDEWALK CHASE
PROPOSED
TRENCH DRAIN C
(SEE DETAIL)
BASIN A8-1 (SOLID COVER)
INV.=5028.49
FG=5030.90
POND OUTLET A8-2
INV.=5028.53
FG=5028.53
BASIN A10 (SOLID COVER)
w/ ORIFICE CAP
INV. IN=5028.22 (N)
INV. OUT=5028.12 (E)
FG=5030.72 COM SSERV 1
INV.=5026.09
COM SSERV 2
INV.=5026.36
90° BEND w/ TB,
6" GV (E), & FH ASSEMBLY
N:126774.95
E:188789.27
50
.
5
4
L
F
6
"
P
V
C
N0
0
°
3
4
'
5
9
"
E
8"x4" TEE w/ TB
4" GV (E) & 4"x3" RED.
N:126699.80
E:188788.51
PROPOSED 2'
CONCRETE PAN
8' UTILITY &
DRAINAGE
EASEMENT
PIPE END A17
w/ CONCRETE COLLAR
INV.=5029.15
FG=5029.15
PROPOSED 2'
CURB CUT
SD ECCENTRIC CONNECTION A9
INV.=5028.11
FG=5030.74
SD CO A9-1
INV.=5028.34
FG=5031.27
BASIN A14 (SOLID COVER)
INV.=5028.59
FG=5031.25
CO BASIN A15-3 (SOLID COVER)
w/ WEIR
INV.=5028.44
FG=5031.15
END CHAMBER A11
INV.=5028.23
FG=5030.75
45° BEND A7
INV.=5028.04
FG=5030.70
BASIN A8 (SOLID COVER)
INV.=5028.10
FG=5030.74
BEGIN ISO CHAMBER A15-4
INV.=5028.43
BASIN A15 (SOLID COVER)
INV.=5028.63
INV.=5028.63
FG=5031.23
CLEANOUT 1 (SOLID COVER)
INV.=5028.54
CLEANOUT 2 (SOLID COVER)
INV.=5028.74
100-YR FLOODPLAIN
(PER CSU CLOMR)
100-YR FLOODWAY
(PER CSU CLOMR)
100-YR FLOODPLAIN
(PER CSU CLOMR)
VAULT ACCESS
RAMP
CORE DRILL AND GROUT
MODIFICATION OF MH
BENCH TO BE COORDINATED
WITH CITY INSPECTOR
24
.
6
1
L
F
8
"
P
V
C
N0
0
°
3
4
'
5
9
"
E
14.03 LF 3" PVC W.S.
19.70 LF 3" PVC W.S.
CLEANOUT A8-1
INV.=5028.79
FG=5031.67
RD CO 4
INV.=5028.87
FG=5030.77
TEE 3
INV.=5028.74
FG=5030.88
RD CONNECTION 3-1
INV.=5028.78
FG=5030.92
TEE 2
INV.=5028.55
FG=5031.20
RD CONNECTION 2-1
INV.=5028.56
FG=5031.23
END ISO CHAMBER A15-2
INV.=5028.45
FG=5031.16
RD BASIN 1 (SOLID COVER)
INV.=5028.48
FG=5031.24
RD CO 1A
INV.=5028.59
FG=5031.33
RD CONNECTION 1-1
INV.=5028.51
FG=5031.29
INSERTA-TEE A16
INV.=5028.74
FG=5031.32
RD BASIN A16-1 (SOLID COVER)
INV.=5028.91
FG=5031.34
RD CONNECTION A16-2
INV.=5029.03
FG=5031.17
22.74 LF 8" PVC
S89°25'01"E
INSTALL 1.5"
SERVICE
N:126577.01
E:188787.26
20' UTILITY, DRAINAGE,
ACCESS, & EMERGENCY
ACCESS EASEMENT
20' UTILITY, DRAINAGE,
ACCESS, & EMERGENCY
ACCESS EASEMENT
PROPOSED PRIVATE ACCESS &
EMERGENCY ACCESS
EASEMENT
END ISO CHAMBER A15-5
INV.=5028.29
SEE NOTES #12 & #13
8' EMERGENCY
OVERFLOW WEIR
ACCESS
GATE
10' UTILITY EASEMENT
INSPECTION
PORT
INSPECTION PORT
INSPECTION PORT
PROPOSED 2'
CURB CUT
S
SS
SS
SS
SS
SS
SS
SS
HYD
W
W
W
S
S
S
CS
SS SS SS SS SS SS SS SS
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
H2O
METER
SD
UD
UD
UD
UD
UD
START ISO CHAMBER A15-1
INV.=5028.62
FG=5031.21
63.17 LF
8" PVC
@ 0.50%
52.91 LF
6" PVC
@ 1.00%
63.06 LF
8" PVC
@ 0.50%
5.23 LF 15" HDPE @ 0.75%
4.25 LF 12" HDPE @ 0.20%
27.79 LF
15" HDPE
@ 0.20%
4.38 LF 15" HDPE @ 0.20%
111.00 LF 6" PERF. HDPE @ 0.20%
31.76 LF 12" HDPE @ 1.30%
6.22 LF 8" HDPE @ 0.50%
ST
O
R
M
T
E
C
H
C
H
A
M
B
E
R
@
0
.
2
0
%
7.74 LF 15" HDPE @ 0.20%
3.36 LF 8" HDPE @ 0.42%
3.56 LF 8" HDPE @ 0.20%
6.25 LF 8" HDPE @ 0.50%
3.36 LF
8" HDPE
@ 0.30%
3.17 LF 4" HDPE @ 0.50%
39.41 LF 4" PERF. HDPE @ 0.50%
27.03 LF 8" HDPE @ 0.50%
9.68 LF 6" HDPE @ 0.50%
39.16 LF 8" HDPE @ 0.50%
3.03 LF 6" HDPE @ 0.50%
8.89 LF
12" HDPE
@ 0.50%
5.63 LF
6" HDPE
@ 0.50%
21.67 LF 4" HDPE @ 0.50%
8.65 LF 12" HDPE @ 1.30%
6.22 LF 6" HDPE @ 0.50%
20.04 LF 6" HDPE @ 0.50%
3.55 LF 8" HDPE @ 0.20%
ST
O
R
M
T
E
C
H
C
H
A
M
B
E
R
@
0
.
2
0
%
12.94 LF 8" HDPE @ 0.50%
64.72 LF 15" HDPE @ 0.60%
POTENTIAL CROSSING CONFLICT
(CONTRACTOR TO VERIFY
LOCATION PRIOR TO CONSTRUCTION)
PROPOSED
GREASE INTERCEPTOR
(SEE SHEET C301)
PROPOSED 2'
SIDEWALK CULVERT
PROPOSED
STORM MANIFOLD
(SEE SHEET C301)
ST
O
R
M
T
E
C
H
C
H
A
M
B
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R
S
(D
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NORTH
( IN FEET )
1 inch = ft.
Feet02020
20
40 60
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'sbelow.
before you dig.Call
R
5
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, AND SERVICES.
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.ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS,
SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS
PROJECT, SHALL BE REPLACED OR RESTORED TO CITY OR FORT COLLINS STANDARDS AT THE
DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO
THE ISSUANCE OF CERTIFICATE OF OCCUPANCY.
9.REFER TO PLUMBING PLANS FOR ALL WATER SERVICE AND SANITARY SEWER SERVICE LOCATIONS. IF
CONFLICT OCCURS, BOTH THE PLUMBING ENGINEER AND CIVIL ENGINEER SHALL BE CONTACTED PRIOR TO
INSTALLATION OR ORDERING OF MATERIALS.
10.ALL EXISTING SANITARY SEWER SERVICE CONNECTION INVERTS AND LOCATIONS BASED ON BEST
AVAILABLE DATA. CONTRACTOR TO VERIFY LOCATION PRIOR TO CONSTRUCTION AND NOTIFY ENGINEER
OF ANY DISCREPANCIES.
11.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES.
SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS.
12.ALL PIPE PENETRATIONS THROUGH CONCRETE WALLS SHALL HAVE WATERTIGHT SEAL.
13.REFER TO STRUCTURAL PLANS FOR CONCRETE WATER-PROOFING TREATMENT REQUIREMENTS IN
DETENTION VAULT.
14.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND POTHOLING OF
SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS.
15.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE, FIBER, GAS, AND ELECTRIC
LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS.
16.CONTRACTOR TO COORDINATE FINAL LOCATION OF ALL GAS AND ELECTRIC METERS WITH ARCHITECT AND
UTILITY PROVIDERS.
17.THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDING UNLESS
NOTED OTHERWISE. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO
THE PROPOSED BUILDING SHALL BE COORDINATED WITH APPROVED MECHANICAL/PLUMBING DRAWINGS.
18.REFER TO APPROVED SITE ELECTRICAL PLANS FOR ALL CONDUITS AND POWER LINE ROUTING FOR SITE
LIGHTING.
19.THE LOCATION OF PROPOSED DRY UTILITIES AS SHOWN ON THIS DRAWING ARE SHOWN FOR HORIZONTAL
ALIGNMENTS ONLY AND ARE APPROXIMATE. FINAL DESIGNS OF DRY UTILITIES WILL BE PERFORMED BY
THE APPROPRIATE UTILITY COMPANY AND/OR ENGINEER.
20.PHONE, INTERNET AND TELEVISION SERVICE TO BE PROVIDED BY CENTURYLINK, COMCAST, OR OTHERS
AT THE OWNER'S DISCRETION. APPLICABLE CONDUITS FOR PROSPECTIVE UTILITY COMPANIES SHALL BE
PROVIDED. CONTRACTOR SHALL COORDINATE WITH OWNER AND UTILITY COMPANIES.
21.ALL CONDUIT PLACED BY THE CONTRACTOR FOR CABLE, PHONE AND INTERNET SHALL BE EQUIPPED WITH
PULL TAPE AND LOCATE WIRE PER THE SPECIFICATIONS OF EACH UTILITY COMPANY.
22.ELECTRIC SERVICE TO BE PROVIDED BY THE CITY OF FORT COLLINS. THE CITY SHALL INSTALL THE
TRANSFORMER AND PRIMARY LINE FROM THE CONNECTION POINT AT THE EXISTING MAIN TO EACH
TRANSFORMER. THE COST OF THE PRIMARY LINE, TRANSFORMER, AND INSTALLATION OF THE
SECONDARY LINE FROM THE TRANSFORMER TO THE BUILDING SHALL BE THE RESPONSIBILITY OF THE
DEVELOPER.
23.ELECTRIC TRANSFORMER PAD SIZE IS APPROXIMATE. COORDINATE FINAL LOCATION AND SIZE OF
TRANSFORMER WITH APPROVED ELECTRICAL PLANS.
24.GAS SERVICE TO BE PROVIDED BY XCEL ENERGY. XCEL SHALL INSTALL ALL GAS SERVICES AND METERS.
THE COST OF ALL THE SERVICE INSTALLATION SHALL BE THE RESPONSIBILITY OF THE DEVELOPER.
25.CONTRACTOR SHALL COORDINATE OTHER SITE UTILITIES NOT SHOWN ON THESE DRAWINGS; INCLUDING,
BUT NOT LIMITED TO, IRRIGATION, PRIVATE SITE ELECTRICAL AND GAS, AND
LOW-VOLTAGE/TELECOMMUNICATIONS. TYPICAL INSTALLATION DEPTH OF SAID UTILITIES SHALL BE
ADJUSTED, AS NECESSARY, TO AVOID ANY POTENTIAL CONFLICTS WITH THE WATER, FIRE, SANITARY
SEWER, AND STORM DRAIN LINES SHOWN ON THESE CIVIL DRAWINGS.
26.A FLOODPLAIN USE PERMIT SHALL BE REQUIRED FOR EACH SITE CONSTRUCTION ELEMENT IN THE
FLOODPLAIN, INCLUDING BUILDING. THE FLOODPLAIN USE PERMIT FOR THE BUILDING WILL BE APPROVED
AT THE TIME OF BUILDING PERMIT APPLICATION.
27.A FLOODPLAIN USE PERMIT AND NO RISE CERTIFICATION WILL BE REQUIRED PRIOR TO ANY WORK
OCCURRING WITHIN THE FLOODWAY.
28.ALL STORMWATER INFRASTRUCTURE IS TO BE PRIVATELY OWNED AND MAINTAINED.
29.REFER TO THE EROSION CONTROL PLAN AND REPORT FOR TEMPORARY CONTROL MEASURES AND
CONSTRUCTION SEQUENCING TO PREVENT SEDIMENT LOADING OF THE DRAINAGE FACILITY DURING
CONSTRUCTION.
EXISTING WATER MAIN
LEGEND:
W
G
T
CTV
EXISTING STORM SEWER
EXISTING CABLE
EXISTING TELEPHONE
EXISTING GAS
SPROPOSED SEWER SERVICE
EXISTING SANITARY SEWER SS
PROPOSED CURB & GUTTER
PROPOSED WATER SERVICE
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT
EASEMENT LINE
PROPERTY BOUNDARY
EXISTING LOTLINE
W
PROPOSED WATER MAIN
PROPOSED SANITARY SEWER
PROPOSED STORM SEWER
PROPOSED ELECTRIC TRANSFORMER
EPROPOSED ELECTRIC
PROPOSED FIRE DEPARTMENT CONNECTION FDC
PROPOSED FIRE SERVICE F
EEXISTING ELECTRIC
PROPOSED SUBDRAIN UD
CTVPROPOSED CABLE
FOPROPOSED FIBRE OPTIC
GPROPOSED GAS
100-YR FLOODPLAIN (PER CSU CLOMR)
STORMTECH CHAMBER ISOLATOR ROW
STORMTECH CHAMBER
100-YR FLOODWAY (PER CSU CLOMR)
1
MI
N
O
R
A
M
E
N
D
M
E
N
T
BR
R
09
/
2
8
/
1
8
RECORD DRAWING
VAULT
F.O.
FO
CABLE
CTV
T
XXXX
X
X
X
X
X
X X X X X
X X X X X
D
UP
UP
DN
TFTF
TFTF
TFTF
TFTF
SD
UD
UD
UD
UD
UD
X
TF
X
LOT 3, CAMPUS WEST
SHOPPING CENTER
COLLINS CAMPUS
WEST LLC
1110 W ELIZABETH ST
LOT 1, CAMPUS WEST
SHOPPING CENTER
NCIC LLC
1232 W ELIZABETH ST
TOWN SQUARE
CONDOMINIUMS
LOKAL FORT
COLLINS CO LLC
1201 W PLUM ST
CAMBRIDGE HOUSE LOFTS
BRIDGE-CAMBRIDGE LP
1113 W PLUM ST
LOT 1, SOUTH SHIELDS
SUBDIVISION
825 S SHIELDS LLC
825 S SHIELDS ST
WEST ELIZABETH STREET
(80' ROW)
N:126824.52
E:188773.78
N:126817.51
E:189133.38
N:126540.47
E:189130.90
N:126545.83
E:188770.94
N:126779.19
E:188805.45
N:126808.56
E:188911.48
N:126805.20
E:189118.78
N:126569.29
E:189093.34
N:126575.06
E:188922.42
N:126602.49
E:188865.31
N:126573.94
E:188805.83
VA
U
L
T
A
R
E
A
PARKING GARAGE
(SEE SHEET C401)
SA
N
D
F
I
L
T
E
R
AR
E
A
N:126716.47
E:188805.22
N:126716.27
E:188907.98
N:126807.23
E:188864.57
6' UTILITY EASEMENT
9' UTILITY
EASEMENT
PROPOSED 12'
UTILITY EASEMENT
TRASH
ENCLOSURE
ELECTRICAL
EXISTING
SIDEWALK
CHASE
PROPOSED 2'
SIDEWALK CULVERT
MATCH EXISTING
FLOWLINE
MATCH EXISTING
CURB & GUTTER
PROPOSED 31"
DRIVE-OVER
CURB & GUTTER
MATCH EXISTING
FLOWLINEMATCH EXISTING
FLOWLINE
MATCH EXISTING
PAVEMENT
MATCH EXISTING
PAVEMENT
TIE TO EXISTING
PAN FLOWLINE
PROPOSED 2'
CONCRETE PAN
TIE TO
EXISTING WALK
TIE TO EXISTING WALK
MATCH EXISTING
FLOWLINE
MATCH EXISTING
FLOWLINE
EXISTING VERTICAL
CURB & GUTTER
EXISTING VERTICAL
CURB & GUTTER
TIE TO
EXISTING WALK
PROPOSED FLUSH
CURB & GUTTER
MATCH EXISTING
PAVEMENT
MATCH EXISTING
PAVEMENT
TIE TO
EXISTING WALK
MATCH EXISTING
CURB & GUTTER
MATCH EXISTING
CURB & GUTTER
PROPOSED 12" HDPE
STORM DRAIN
(SEE SHEET C300)
(6) - 5" RISERS
w/ 12" TREADS
(6) - 5.5" RISERS
w/ 12" TREADS
PROPOSED
TRENCH DRAIN B
(SEE DETAILS)
PROPOSED
TRENCH DRAIN A
(SEE DETAILS)
PROPOSED
OUTLET STRUCTURE
(SEE DETAIL SHEET C502)
FRONT ENTRANCE
(SEE SHEET C402)
SUBGRADE
(SEE SHEET C404)
PROPOSED SUBDRAIN
(SEE SHEET C300)
EXISTING 24" RCP
STORM DRAIN
PROPOSED 4'
CONCRETE PAN
PROPOSED 4'
CONCRETE PAN
PROPOSED 2'
CONCRETE PAN
PROPOSED 18" INFLOW
VERTICAL CURB & GUTTER
UTILITY EASEMENT
PROPOSED 2'
SIDEWALK CULVERT
PROPOSED 2'
CURB CUT
PROPOSED RAMP
PROPOSED 18" INFLOW
VERTICAL CURB & GUTTER
PROPOSED 2'
SIDEWALK CHASE
PROPOSED 2'
SIDEWALK CHASE
PROPOSED
SAWCUT
PROPOSED
SAWCUT
PROPOSED
SAWCUTPROPOSED
SAWCUT
PROPOSED
SAWCUT
PROPOSED
SAWCUT
FRONT ENTRANCE
(SEE SHEET C402)
PROPOSED
TRENCH DRAIN C
(SEE DETAILS)
PROPOSED
STORM DRAIN
(SEE SHEET C301)
PROPOSED
STORM DRAIN
(SEE SHEET C301)
8' UTILITY &
DRAINAGE EASEMENT
PROPOSED 2'
CONCRETE PAN
MATCH EXISTING
CURB & GUTTER
MATCH EXISTING
CURB & GUTTER
ST
O
R
M
T
E
C
H
C
H
A
M
B
E
R
S
(D
R
A
I
N
A
G
E
E
A
S
E
M
E
N
T
)
(1) - 6" STEP
(4) - 5.5" RISERS
w/ 12" TREADS
WATER ENTRY
ROOM
100-YR FLOODPLAIN
(PER CSU CLOMR)
100-YR FLOODWAY
(PER CSU CLOMR)
100-YR FLOODPLAIN
(PER CSU CLOMR)
VAULT ACCESS
RAMP
(1) - 4" STEP DETAILED GRADING
AREA A
(SEE SHEET C403)
(4) - 6.5" RISERS
w/ 12" TREADS
PROPOSED 18" OUTFALL
VERTICAL CURB & GUTTER
PROPOSED
ROOF DRAIN
(SEE SHEET C300)
PROPOSED
LANDSCPAE DRAIN
(SEE SHEET C300)
PROPOSED RAMP
THICKENED
CONCRETE EDGE
20' UTILITY, DRAINAGE,
ACCESS, & EMERGENCY
ACCESS EASEMENT
20' UTILITY, DRAINAGE,
ACCESS, & EMERGENCY
ACCESS EASEMENT
PROPOSED PRIVATE ACCESS &
EMERGENCY ACCESS
EASEMENT
8' EMERGENCY
OVERFLOW WEIR
ACCESS
GATE
DETAILED GRADING
AREA B
(SEE SHEET C403)
MATCH EXISTING
PAVEMENT
PROPOSED 2'
CURB CUT
FF=5030.90
FF=5030.90
FF=5031.40
FF=5031.40
TOW
TOW
TOW
TOW
FF=5030.95
TOW
TOW
TOW
TOW
TO
W
TOWTOW
TOW
TOW
TOW
FL
FL
FL
FL
FL
FL
30.94
30
.
9
4
30.95
31.00
31.05
30
.
8
0
30
.
8
1
30.90
31
.
0
5
31.07
31.06
30.40
30
.
2
0
30
.
2
3
29.1
1
30.95
30.17
31.
1
1
31.13 31.17
31.21
30.40
30.40
30
.
2
0
30
.
2
3
30.90
31.3
1
31
.
3
3
31.
3
7
31.
3
3
31
.
3
1
31
.
2
0
31.14
31.17
31.29 31.40
31.30
31
.
3
0
31.70
31
.
5
1
31.
4
1
31.41
31.3
1
31.
3
9
31.
4
8
31.
2
4
31
.
1
1
30
.
6
0
31.
1
7
31.1
5
30
.
6
5
30.
9
5
30.7
3
30.9
0
30.8
0
30.
8
0
29.
8
2
29.73
31.
1
2
31
.
3
2
31.
1
0
30.
7
4
31.20
31.3
6
31
.
3
5
30.74
31.4
6
31.4
0
31
.
4
4
30.7
3
30.90
30.90
30.73
31.00
30.60
30.1
6
30.46
30.00
30
.
1
5
31
.
2
2
31.59
31.
4
0
30.9
0
30.70
30.
7
0
29.9
2
31
.
2
1
31
.
3
0
31.60 32.96
32
.
9
6
31.31 31.50
32.94
32.8
0
32.9
4
32.93
32.
4
2
32.95
32.
8
8
31.63
32.90 32.96
31.
3
0
31.
3
6
31.71
31
.
3
4
31.4
2
30
.
9
0
30
.
9
0
30.60
29.28
26.
6
7
30
.
1
4
30.34
29.83
30
.
2
5
30
.
2
0
31.40
32.00
32.
2
0
32.
1
0
30.27
32.
0
0
32
.
2
0
31.0
8
32
.
2
0
32.
0
0
32.
0
0
32.
2
0
31.3
8
32.
1
1
32.
0
0
34.48
34.51
32.
2
3
31.6
0
34.58
32.16
32.
3
0
32.
3
0
32.
4
0
32.
4
0
31.
9
4
32.95
32.97
30.71
30.83
29.69
29.53
31.
0
3
31.
0
3
28.8
1
28.8
4
28.85
28
.
8
5
31.7
7
30.60
30.52
FF=5032.95
FF=5030.95
31.50
FL
FF=5032.95
FF=5032.95
0.5%
0.
5
%
0.5%
1.2%
1.0%
0.6%
4.5%
0.8%
0.
6
%
3.9%
0.
2
%
0.8%0.7%
0.
8
%
4.
3
%
5.
0
%
2.
5
%
0.
5
%
0.
5
%
0.
5
%
0.6%
0.6%
0.9%
8.0%
9.
1
%
12
.
8
%
6:
1
6:
15.0%0.6%
0.5%
2.0%
2.0%
2.0%
4.
5
%
3.
0
%
3.
0
%
2.0%
2.0%
2.0%
1.0
%
2.0
%
2.0
%
2.
0
%
1.3%2.8%
2.
0
%
0.
2
%
0.
5
%
0.
7
%
0.5
%
2.4%
0.5%0.6%
0.
8
%
2.2%
2.6%2.6%
1.
0
%
7.7%0.
8
%
1.
8
%
0.
9
%
3.
8
%
0.
2
%
0.
5
%
3.
0
%
2.0%
3.6
%
0.5%0.5%0.5%
0.5%0.5%0.5%
0.
2
%
0.
2
%
0.
2
%
0.
3
%
1.
9
%
3.6
%
0.5%
2.0%
3.
1
%
0.
9
%
2.0%
2.0%2.
0
%
5.6%
4.6%
4.3%
0.9%
2.8
%
1.2%
5.0
%
0.
9
%
0.
9
%
2.0
%
2.
9
%
3.
8
%
5.0%
5.
0
%
2.
0
%
2.0%
2.0%
2.0%
0.
9
%
(30
.
0
0
)
(29
.
2
1
)
(29
.
0
9
)
(28
.
2
2
)
(28
.
0
5
)
(2
7
.
9
4
)
(26
.
9
9
)
(28
.
9
1
)
(28
.
7
2
)
(29.27)
(26.8
3
)
(26.50)
(30.3
6
)
(30
.
1
8
)
(30
.
2
8
)
(33
.
1
2
)
31.4
6
HP
26.5
0
(26
.
4
1
)
28
.
8
2
28.8
3
29.
2
1
FFE=5031.40
FFE=5032.90
FFE=5030.90
FFE=5030.90
31.8
4
(27
.
7
3
)
(27.75)(27
.
8
1
)
(28.2
8
)
(28.4
3
)
(27.8
4
)
(27.57)
30
.
1
1
28.8
8
28.7
4
(27.41)
FFE=5032.90
30
.
1
5
29.7
0
FFE=5032.01
29.4
5
FFE=5030.90
29.08
(29
.
3
9
)
29.6
0
(29
.
7
3
)
31.
0
5
31.4
6
30.00
29
.
9
4
29.8
1
29.64
30.
4
3
30.94
30.9
9
30.5
030
.
4
1
30.41
30.59
30.59
31.4
031.25
31
.
0
6
31.06
31.1
3
31.0
5
31.4
0
31.4
0
31.4
0
31.3
9
31.1
5
30
.
7
3
30.9
0
30.73
30.7
3
31.52
(31
.
3
6
)
(33.39)(33
.
5
2
)
(33
.
7
4
)
(32
.
1
1
)
(31
.
3
8
)
(2
7
.
0
4
)
30
.
4
0
30.3
7
30.2
3
30.4
0
30.23
30.66
28.1
1
28.8
1
28.
6
7
28.7
4
29.31
29.73
30.78
30.90
30.90
30.90
30.76
30.6
7
30.88
30.7
7
30.
8
8
30.92
30.90
30.73
30.60
29.25
29.04
27.53
30.9
0
30.90
30.9
0
27.62
28.07
30.73
31.11
31.2
8
31.5
4
31.
1
5
31.4
0
31.0
8
31.1
8
31.
2
5
31.29
31.29
31.40
31.40
32.90
32.70
32.90
32.4
0
31.33
31.2
3
31.2
8
31.6
4
31.3
3
32.2
3
32.4
0
30.7
1
32.2
3
32.23
32.4
0
32.40
32.23
32.23
32
.
4
0
32
.
4
0
32.23
32
.
2
3
32.2
3
32.30
32
.
3
5
32
.
4
0
32
.
4
0
32.23
31.0
2
30.9832.23
32
.
2
5
32.90
32.90
32.6
2
29.92
30.
9
9
30
.
4
3
32.77
30.6
1
29.4629.80
29.9
9
29.08
28.1
3
29.2
2
28.57
29.5
1
28
.
5
1
28.7
6
27.30
27.16
27
.
5
9
28.9
8
30.90
30.86
28.7
5
28.5
1
26.94
26.6
5
26
.
8
4
30.6
4
30.
8
8
30.79
30.86
30.82
30.90
(27
.
8
2
)
(2
7
.
8
5
)
29.85
31.0
2
27.43
(30
.
0
5
)
30
.
9
0
30.90
30
.
7
3
30
.
7
3
30.90
32.7
7
27.55
(27.4
7
)
FFE=5031.40 FFE=5032.90
31.28
29.9
8
30.06
30
.
2
5
30.9
3 30.89
(27.16)
(27.44)
28.9
9
28.7
0
30.6
0
30.4
0
30.40
30.5
8
31.40
31.4
0
30.7
3
30.4
0
31.07
30
.
8
3
30
.
8
7
30.7
4
30.3
8
30
.
9
0
30.90
29.28
30
.
2
0
31.1
4
31.00
FFE=5031.07
28.83
31.3331.30
31.
3
0
31.3
0
31.3
0
31
.
3
2
31.6
4
32.8
7
32.9
0
32.8
1
32.90
32.3
0
31.0
8
32.58
30.11
27
.
7
9
29.61
27.22
27.68
32.24
30
.
7
7
30.7
0
30.6
4
30.6
5
30.9
0
27
.
9
0
27
.
9
5
28.
1
0
28.0
7
31
.
0
7
31.1
1
31.0
9
31.1
6
31.51
31.2
0 31.
2
9
31.44
31.81
32.9
0
30.83
30.23
30.88
30
.
9
0
30.9
0
30.
9
1
31
.
4
1
30
.
5
9
30
.
5
0
31.32
29.15
30.
0
1
31.0
8
29.81
30.
1
6
32.01
27.2
0
31.96
26.8
6
30.72
28.40
28.94
28
.
8
9
28.0
1
27.7
7
27.21
28.85
27
.
9
0
27.
7
2
27
.
6
2
29.31
30.74
30.
7
4
30.67
30
.
7
2
30
.
7
5
30
.
8
2
30.7
9
30.83
30.75
30
.
6
5
30.7
9
30.
7
9
30.
9
0
30.76
30.8
2
30.80
30.9
0
30.
7
5
30.90
30.69
29.22
32.
2
9
30.
9
1
34.21
31.0
1
34.2
4
30
.
7
0
34.1
4
32.2
4
32
.
8
0
32
.
6
1
32.82
32
.
7
8
31.
9
032.
0
6
31.
5
9
30.
0
6
30.
9
1
30.
1
3
30
.
4
4
30.81
29.
9
0
29.
8
3 32.0
6
30.30
30.52
29.9
7 29.66
29.29
29.06
29
.
8
4
29.
4
4
28.67
28.83
28.56
28.15
28.
2
2
29.17
29.00
28.4
4
29
.
0
3
28
.
9
3
28.
0
1
28.8
0
27.
8
428.71
28.5
4
30.90
28
.
7
9
28.70
30
.
8
2
28
.
5
6
28
.
2
8
27.7
5
27.67
27.4
2
27.39
27.57
27.31 26.8
7
26.81
26.99
26.92 26.4
4
26.9
7
27.4
4
27.2
3
26.75
27.53
27.4
3
31
.
9
7
30.9130.85
30.8
9
30.89
30.77
30.8
4
30
.
9
2
30.89
30.81
30.8730.87
30.72
31.95
27.6527.7
4
27.82
30
.
7
5
30
.
9
0
30.81
30.
8
9
30.96
27.99
30.8130.71
30.91
30.66
31.9
6
30.
8
5
30
.
9
2
31.9
5
30.
9
3
30.94
28.13
28
.
0
9
27
.
6
8
30.
7
1
30.6528
.
9
1
29.25
29.15
30.77
28.88
28.92 28.3
9
28.
7
8
28
.
7
5
28.
7
8
30.69
30.
7
9
30.
9
2
30
.
6
4
30.90
30.
7
9
30.
8
9
29.24
29.36
29.6
9
29.
7
8
30.
9
2
1.
9
%
30.8
1
29.9
3
32.
2
3
31.96
28.
9
2
Sheet
UN
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c
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of 20
3.9.18
C400
GR
A
D
I
N
G
P
L
A
N
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'sbelow.
before you dig.Call
R
NORTH
( IN FEET )
1 inch = ft.
Feet02020
20
40 60
7
LEGEND:
PROPOSED CONTOUR
EXISTING CONTOUR
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION 33.43
PROPOSED SLOPES
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 FOR ALL UNKNOWN UNDERGROUND
UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY
EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE
ELEVATIONS.
4.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88. SEE COVER SHEET
FOR BENCHMARK REFERENCES.
5.THE BOTTOM OF MASONRY SHALL GENERALLY FOLLOW FINISHED GRADES. THERE SHALL BE A
MAXIMUM OF 12" EXPOSED CONCRETE BETWEEN THE FINISHED GRADE AND ALL MASONRY.
6.THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL
CURBS AND GUTTERS AT THE POINTS OF CONNECTION SHOWN ON THE PLANS PRIOR TO INSTALLING
ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS
REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN.
7.ADD 5000-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS, WHERE TRUNCATED.
8.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED ARCHITECTURAL AND LANDSCAPE
ARCHITECTURE DRAWINGS FOR ALL STEPS, RAMPS, LANDSCAPING WALLS, SEATWALLS, RAILINGS,
AND PLANTERS.
9.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED STRUCTURAL DRAWINGS FOR
ELEVATIONS AND GRADE CONDITIONS ALONG BUILDING PERIMETER. NOTIFY OWNER, ARCHITECT,
AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION.
10.THE LOWEST FLOOR (INCLUDING ANY BASEMENT OR CRAWL SPACE) AND ALL HVAC EQUIPMENT
SHALL BE FLOOD PROTECTED ABOVE THE REGULATORY FLOOD PROTECTION ELEVATION.
11.A FLOODPLAIN USE PERMIT SHALL BE REQUIRED FOR EACH SITE CONSTRUCTION ELEMENT IN THE
FLOODPLAIN, INCLUDING BUILDING. THE FLOODPLAIN USE PERMIT FOR THE BUILDING WILL BE
APPROVED AT THE TIME OF BUILDING PERMIT APPLICATION.
12.SEE THE FLOODPLAIN EXHIBIT (SHEET C800) FOR ADDITIONAL INFORMATION REGARDING WORK
WITHIN THE FLOODPLAIN AND FLOODWAY.
13.ALL PIPE PENETRATIONS THROUGH CONCRETE WALLS SHALL HAVE WATERTIGHT SEAL.
14.REFER TO STRUCTURAL PLANS FOR CONCRETE WATER-PROOFING TREATMENT REQUIREMENTS IN
DETENTION VAULT.
NOTES:
2.0%
(47.45
)
EXISTING SPOT ELEVATION
PROPOSED STORM
PROPOSED VERTICAL CURB AND GUTTER
PROPOSED SWALE
100-YR FLOODPLAIN
(PER CSU CLOMR)
100-YR FLOODWAY
(PER CSU CLOMR)
1
MI
N
O
R
A
M
E
N
D
M
E
N
T
BR
R
09
/
2
8
/
1
8
RECORD DRAWING
SD
SD
SD
FFE=30.90
MA
I
N
T
E
N
A
N
C
E
FFE=32.90
FFE=32.90
FFE=32.90
FFE=30.90
VA
U
L
T
A
R
E
A
SA
N
D
F
I
L
T
E
R
AR
E
A
PROPOSED
OUTLET STRUCTURE
(SEE DETAIL SHEET C502)
PROPOSED SUBDRAIN
(SEE SHEET C300)
PROPOSED
STORM DRAIN
(SEE SHEET C301)
30.9
0
32.9
0
33.11
32.9
6
32.7
0
32.8
7
32.8
1
32.9
0
37.2
6
33.4
4
33.4
6
37.0
4
37.1
6
37
.
3
6
37.3
5
37.2
233.5
532.9
0
32.9
0
37.2
6 37.3
6
37.2
9
37.3
8
34.1
8
33.0
2
33.4
4
32.90
33.8
3
32.9
0
30.9
0
34.17
34.2
2
34.3
1
32.9
0
37.2
8
37.20
A A
VAULT ACCESS RAMP
@ 10% MAX
(RE: ARCH)
33.
9
6
34.1
8
28.63
28.5328.5328.5
7
28.
7
5
28.
7
2
28.7
2
33.7
833.45
28.8
3
0.5%
0.5%0.5%
0.5%
0.
9
%
0.
5
%
0.
5
%
0.
5
%
1.
7
%
1.
4
%
1.
5
%
13.2%
2.4%
0.5%
2.0%
2.0%
2.0%0.5%
6.
5
%
0.
5
%
0.
5
%
0.
5
%
0.
7
%
0.5%
8.
1
%
8.
3
%
8.
2
%
0.
5
%
0.
3
%
1.6%
0.5%
0.
5
%
0.5%
2.0%
2.0%
0.
5
%
0.5%
33.4
4
33.36
28.
5
228.5
228
.
5
5
30.9
0
28.64
33.1
9
33.1
9 33.1
1
33.0
2
33.1
1
33.0
4
CONCRETE WALL PENETRATION
SEE NOTES #13 & #14
37.20
32.9
0
37
.
1
8
2.6%
33.4
0
33.54
33.5
0
0.
5
%
8' EMERGENCY
OVERFLOW WEIR
(ELEV.=5033.66)33.66
TOP CIP
33.0
1
2.0%0.5%
0.5%
32.79
0.
6
%
0.5%
0.5%
32.9
6
0.5%
0.
5
%
BB
31.80
TOP CIP
34.20
TOP CIP
34.20
TOP CIP
31.80
TOP CIP
34.20
TOP CIP
34.20
TOP CIP
34.20
TOP CIP
33.4
0
33.4
0
33.66
TOP CIP33.3
5
33.4
4
33.8
3
0.
5
%
0.
5
%
ACCESS GATE
(RE: ARCH)
28.6
5
28
.
5
5
39.5
9
39.5
7
39.5
5
39.5
7
39.5
9
36.9
8
36.2
7
34.0
9
33.3
8
34.1
5
36.3
3
36.3
3
34.1
5 37.2
0
6.5%6.5%
0.5%
LIMIT OF
SLAB-ON-GRADE
(RE: ARCH)
34.20
TOP CIP
34.20
TOP CIP
28.7028.7
2
28.68
31.82
34.18 28.82
34.18
34.18
28.63 28.59
28
.
5
8
28
.
5
4
28.53 31.80
28.
6
5
34.18
34.18
34.18
32.96
32.94
32.70
32.94
33.63 33.63
34.18
5033.63
NOTE:
- REFER TO STRUCTURAL PLANS FOR ADDITIONAL VAULT INFORMATION
- ALL LOCATIONS WHERE ROOF DRAIN DISCHARGES INTO SAND FILTER SHALL
DISCHARGE ONTO A DIFFUSION BAFFLE
22' WIDE
SAND FILTER
7' - 4" WIDE
DETENTION VAULT
TOP OF WALL
EL.=5031.80
4" CONCRETE SLAB
PEA GRAVEL
(DEPTH VARIES - TOP OF MATERIAL = 5029.00)
CDOT CLASS C FILTER MATERIAL
(18" DEPTH)4" THICK
CONCRETE
SLAB
MIN. RAMP ELEV. = 5033.35
100-YR WSEL = 5032.37
4" PERFORATED
HDPE SUBDRAIN
OUTLET
STRUCTURE
INV. = 5028.53
TOP OF
CAST-IN-PLACE
EL.=5034.20
TOP OF FILTER
MATERIAL = 5030.50
1.9'
ROOF DRAIN
INLET PIPE
(TYP.)
DIFFUSION BAFFLE
(SEE DETAIL)
8' EMERGENCY
OVERFLOW WEIR
TOP OF WALL
EL.=5031.80
EMERGENCY SPILL
OPENING = 5033.66
APPROXIMATE
GARAGE
SLAB
100-YR WSEL = 5032.37
TOP OF
CAST-IN-PLACE
EL.=5034.20
30'
TOP OF
CAST-IN-PLACE
EL.=5034.20
TOP OF
CAST-IN-PLACE
EL.=5034.20
ACCESS GATE
(RE: ARCH)
TOP OF
CAST-IN-PLACE
EL.=5034.20
ACCESS RAMP
@ 10% MAX
(RE: ARCH)
4" PERFORATED
HDPE SUBDRAIN
12"
12"
12"
STAINLESS STEEL ANCHOR BOLTS OR
INTERMITTENT WELDS ON TOP AND SIDES
WELL SCREEN NO. 93 (U.S. FILTER
STAINLESS STEEL OR EQUAL)
FASTEN TO CONCRETE WITH
3/8"x6" THREADED BOLTS
STAINLESS STEEL
ANGLE BAR FRAME
Sheet
UN
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A
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.
c
o
m
of 20
3.9.18
C401
DE
T
A
I
L
E
D
G
R
A
D
I
N
G
P
L
A
N
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'sbelow.
before you dig.Call
R
NORTH
( IN FEET )
1 inch = ft.
Feet01010
10
20 30
8
LEGEND:
PROPOSED CONTOUR
EXISTING CONTOUR
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION 33.43
PROPOSED SLOPES
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 FOR ALL UNKNOWN UNDERGROUND
UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY
EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE
ELEVATIONS.
4.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88. SEE COVER SHEET
FOR BENCHMARK REFERENCES.
5.THE BOTTOM OF MASONRY SHALL GENERALLY FOLLOW FINISHED GRADES. THERE SHALL BE A
MAXIMUM OF 12" EXPOSED CONCRETE BETWEEN THE FINISHED GRADE AND ALL MASONRY.
6.THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL
CURBS AND GUTTERS AT THE POINTS OF CONNECTION SHOWN ON THE PLANS PRIOR TO INSTALLING
ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS
REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN.
7.ADD 5000-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS, WHERE TRUNCATED.
8.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED ARCHITECTURAL AND LANDSCAPE
ARCHITECTURE DRAWINGS FOR ALL STEPS, RAMPS, LANDSCAPING WALLS, SEATWALLS, RAILINGS,
AND PLANTERS.
9.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED STRUCTURAL DRAWINGS FOR
ELEVATIONS AND GRADE CONDITIONS ALONG BUILDING PERIMETER. NOTIFY OWNER, ARCHITECT,
AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION.
10.THE LOWEST FLOOR (INCLUDING ANY BASEMENT OR CRAWL SPACE) AND ALL HVAC EQUIPMENT
SHALL BE FLOOD PROTECTED ABOVE THE REGULATORY FLOOD PROTECTION ELEVATION.
11.A FLOODPLAIN USE PERMIT SHALL BE REQUIRED FOR EACH SITE CONSTRUCTION ELEMENT IN THE
FLOODPLAIN, INCLUDING BUILDING. THE FLOODPLAIN USE PERMIT FOR THE BUILDING WILL BE
APPROVED AT THE TIME OF BUILDING PERMIT APPLICATION.
12.SEE THE FLOODPLAIN EXHIBIT (SHEET C800) FOR ADDITIONAL INFORMATION REGARDING WORK
WITHIN THE FLOODPLAIN AND FLOODWAY.
13.ALL PIPE PENETRATIONS THROUGH CONCRETE WALLS SHALL HAVE WATERTIGHT SEAL.
14.REFER TO STRUCTURAL PLANS FOR CONCRETE WATER-PROOFING TREATMENT REQUIREMENTS IN
DETENTION VAULT.
NOTES:
2.0%
(47.45
)
EXISTING SPOT ELEVATION
PROPOSED STORM
PROPOSED VERTICAL CURB AND GUTTER
PROPOSED SWALE
100-YR FLOODPLAIN
(PER CSU CLOMR)
100-YR FLOODWAY
(PER CSU CLOMR)
PARKING GARAGE GRADING DETAIL
SCALE: 1" = 10'
SECTION A-A
SECTION B-B
DETENTION VAULT DETAIL
NOT TO SCALE
DIFFUSION BAFFLE DETAIL
NOT TO SCALE
RECORD DRAWING
MATCH EXISTING
CURB & GUTTER PROPOSED 31"
DRIVE-OVER
CURB & GUTTER
MATCH EXISTING
FLOWLINE
MATCH EXISTING
FLOWLINE
TIE TO EXISTING WALK
EXISTING VERTICAL
CURB & GUTTER
TIE TO
EXISTING WALK
(28
.
2
2
)
(28
.
0
5
)
(2
7
.
9
2
)
(28
.
9
1
)
(28
.
7
2
)
WEST ELIZABETH STREET
(80' ROW)
PROPOSED 15" HDPE
STORM DRAIN
(SEE SHEET C300)
PROPOSED
TRENCH DRAIN B
(SEE DETAILS)
N:126545.83
E:188770.94
MATCH EXISTING
FLOWLINE
MATCH EXISTING
FLOWLINE
FFE=30.90
(28
.
4
3
)
(28
.
4
0
)
(28
.
6
6
)
(27
.
8
4
)
(27
.
5
7
)
(28.12)
(28
.
2
8
)
FFE=30.90
PROPOSED 30"
VERTICAL
CURB & GUTTER
(2
7
.
9
7
)
(28
.
6
2
)
(28
.
7
5
)
PROPOSED 2'
SIDEWALK CULVERT
PROPOSED 2'
CURB CUT
PROPOSED RAMP
9' UTILITY
EASEMENT
PROPOSED 2'
SIDEWALK CULVERT
28.81
28.8
3
28.8
1
28.8
8
28.74
28.7
4
28
.
1
1
30.90
30.90
30.2
3
30
.
4
0
30.23
(29
.
0
6
)
(29
.
1
4
)
30.6
6
28.
8
3
29.3
1
31
.
4
4
30.9
0
29.81
29.73
29.2
1
29.
0
4
29.16
29.2
5
28
.
1
0
28.0
3
28.2
8 27.53
(27
.
4
7
)
27
.
9
9
27.80
28.08
27.8
0
30.73
30.9
0
30.9
0
27.62
28.09
27.
9
0
28.07
28.10
27.8
9
28
.
1
1
(28
.
1
1
)
30.6
6
28.85
28.91
4 - 5.5" RISERS
w/ 12" TREADS
30.90
30.76
PROPOSED SIDEWALK
31.70
TOW
100-YR FLOODWAY
(PER CSU CLOMR)
1.2%
1.
5
%
5.
0
%
4.
3
%
2.
0
%
0.
5
%
2.
0
%
7.5%
2.
0
%
2.4%
30.74
0.
7
%
0.
5
%
31.90
TOW
31.90
TOW
31.90
TOW
100-YR FLOODPLAIN
(PER CSU CLOMR)
5'24'5'
30.74
0.5%
2.
0
%
30.7
1
30.8
2
30.7
9
30.8
3
30.7
6
30.67
0.5%
0.5
%
1.0%
0.
8
%
1.0%
29.6
9
30.20
30.40
28.88
28.92
28.
9
2
28.
7
3
28.
3
9
28
.
7
8
28
.
0
7
28.75
28.78
30.69
30.79
30.
9
2
31.93
30.23
30.6
3
30.
6
4
30
.
6
5
28.
9
4
28
.
8
7
29.
2
4
29.
3
6
30.
7
9
30.
8
9
30.
9
0
30.
7
1
29
.
7
8
29.
1
5
27.
9
0
27.
8
7
27.
6
6
27.
5
9
28.34
31.93
27
.
4
9
29.
0
8
28.08
28.91 28.47
27
.
6
8
28
.
2
4
27.89
28
.
1
4
27.4
0
28.22
31.96
29.25
28
.
1
2
28.1
330.7
1
30.65
30.7
7
30.9
4
30.9
3
30
.
9
2
FF=5030.90
FF=5030.90
30.77
31.95
27.9
6
28.0
7
27.9
9
28.3
1
29.
2
9
28.1
3
FD
C
MATCH EXISTING
CURB & GUTTER
MATCH EXISTING
FLOWLINE MATCH EXISTING
FLOWLINE
MATCH EXISTING
FLOWLINE
TIE TO
EXISTING WALK
MATCH EXISTING
CURB & GUTTER
(27
.
0
0
)
(26.8
3
)
(27.41)
N:126540.47
E:189130.90
(27
.
2
6
)
(27
.
2
8
)
(27
.
8
3
)
(27.85)
(27
.
7
3
)
FFE=30.90
(27
.
8
3
)
30.
6
7 30.
6
5
27
.
8
0
30.6
4
28.0
0
27.8
5
27.9
5
30.79
27.6
1
30
.
6
4
30.8
1
30.8
2 30.7
6
(27.53)
30.70
WEST ELIZABETH STREET
(80' ROW)
FFE=30.90
MATCH EXISTING
PAVEMENT
PROPOSED 18" VERTICAL
OUTFALL CURB & GUTTER
(6) - 5" RISERS
w/ 12" TREADS
(6) - 5.5" RISERS
w/ 12" TREADS
PROPOSED 4'
CONCRETE PAN
9' UTILITY
EASEMENT
28.10
27.8
9
30.90
30.76
30.90 30.88
30.90
30.
6
4
30
.
6
4
28.20 27.90
28.
0
8
28.00
27.8
6
27.8
0
27.43
27.59
27.64
30
.
9
0
30.9
0
30.9
0
30.9
0
30.8
2
30.77
30.82
28.22
27.1
6
27.3
0
27.20
26
.
8
6
26
.
8
4
26
.
6
5
26
.
5
0
27.1
1
(26.41)
(27.11)
FLUSH CURB
27
.
8
5
ACCESS RAMP
PROPOSED SIDEWALK
30.
7
9
30.
7
4
31.70
TOW
31.70
TOW
34.40
TOW
31.90
TOW
31.90
TOW
100-YR FLOODPLAIN
(PER CSU CLOMR)
100-YR FLOODWAY
(PER CSU CLOMR)
2.
0
%
2.
0
%
7.5%
2.
0
%
1.0%
1.3%
0.
9
%
3.9%
1.0
%
2.0
%
1.
8
%
1.0%
0.6%
2.0%
1.
0
%
0.
9
%
0.6
%
0.7%
2.
0
%
2.
0
%
31.70
TOW
31.70
TOW
30.
6
5
30.7
9
30
.
7
4
28.07
27.6
7
2.
0
%
1.9%
27.3
9
27.55
30.90 30.90 30.90
5' TRANS.
27.9
2
27.68
26
.
9
4
2.0%
2.0
%
2.0
%
1.3
%
27.48
PROPOSED 2'
CURB CUT
30.75
0.5%0.5%
1.
0
%
30
.
6
9
30.75
30
.
8
0
0.5%
0.5%
1.
0
%
1.
1
%
28.1
3
30
.
9
2
27.9
6
FF=5030.90 FF=5030.95
27
.
9
8
28.0
6
28.0
9
28.1
1
30.66
30
.
9
0
31.95
30
.
9
1
30
.
9
2
30
.
9
2
30.9
0
30
.
9
3
30.92
30
.
9
0
30.8
7
30.89
30.
8
9
30.
8
5
30.81
30.8
0
30
.
7
7
30
.
8
4
30.89
30.9
2
30.8
7 30.91
27.
5
4
27
.
5
3
27.3
1
27
.
2
3
27.1
7
26.7
5
26.7
7
27.4
3
27.6
5
27.7
4
30.7
2
31.95
30
.
8
5
30.6
9
30.
7
1
30
.
7
3
31.97
30.81
27.
9
6
27.8
9
27
.
9
9
27.7
4
27
.
8
2
30.71
31.96
30.86
30.81
30.89
30.9
6
30.7
5
27.8
2
27
.
6
1
27.4
4
27.5
7
27.4
5
28.1
3
26.4
4
26.9
2
26.97
26.9
9
26
.
8
7 26.81
27.4
5
31.97
27.83
31.98
Sheet
UN
I
O
N
O
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L
I
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T
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I
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3
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c
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m
of 20
3.9.18
C402
DE
T
A
I
L
E
D
G
R
A
D
I
N
G
P
L
A
N
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'sbelow.
before you dig.Call
R
NORTH
( IN FEET )
1 inch = ft.
Feet01010
10
20 30
9
LEGEND:
PROPOSED CONTOUR
EXISTING CONTOUR
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION 33.43
PROPOSED SLOPES
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 FOR ALL UNKNOWN UNDERGROUND
UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY
EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE
ELEVATIONS.
4.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88. SEE COVER SHEET
FOR BENCHMARK REFERENCES.
5.THE BOTTOM OF MASONRY SHALL GENERALLY FOLLOW FINISHED GRADES. THERE SHALL BE A
MAXIMUM OF 12" EXPOSED CONCRETE BETWEEN THE FINISHED GRADE AND ALL MASONRY.
6.THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL
CURBS AND GUTTERS AT THE POINTS OF CONNECTION SHOWN ON THE PLANS PRIOR TO INSTALLING
ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS
REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN.
7.ADD 5000-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS, WHERE TRUNCATED.
8.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED ARCHITECTURAL AND LANDSCAPE
ARCHITECTURE DRAWINGS FOR ALL STEPS, RAMPS, LANDSCAPING WALLS, SEATWALLS, RAILINGS,
AND PLANTERS.
9.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED STRUCTURAL DRAWINGS FOR
ELEVATIONS AND GRADE CONDITIONS ALONG BUILDING PERIMETER. NOTIFY OWNER, ARCHITECT,
AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION.
10.THE LOWEST FLOOR (INCLUDING ANY BASEMENT OR CRAWL SPACE) AND ALL HVAC EQUIPMENT
SHALL BE FLOOD PROTECTED ABOVE THE REGULATORY FLOOD PROTECTION ELEVATION.
11.A FLOODPLAIN USE PERMIT SHALL BE REQUIRED FOR EACH SITE CONSTRUCTION ELEMENT IN THE
FLOODPLAIN, INCLUDING BUILDING. THE FLOODPLAIN USE PERMIT FOR THE BUILDING WILL BE
APPROVED AT THE TIME OF BUILDING PERMIT APPLICATION.
12.SEE THE FLOODPLAIN EXHIBIT (SHEET C800) FOR ADDITIONAL INFORMATION REGARDING WORK
WITHIN THE FLOODPLAIN AND FLOODWAY.
13.ALL PIPE PENETRATIONS THROUGH CONCRETE WALLS SHALL HAVE WATERTIGHT SEAL.
14.REFER TO STRUCTURAL PLANS FOR CONCRETE WATER-PROOFING TREATMENT REQUIREMENTS IN
DETENTION VAULT.
NOTES:
2.0%
(47.45
)
EXISTING SPOT ELEVATION
PROPOSED STORM
PROPOSED VERTICAL CURB AND GUTTER
PROPOSED SWALE
100-YR FLOODPLAIN
(PER CSU CLOMR)
100-YR FLOODWAY
(PER CSU CLOMR)
FRONT ENTRANCE GRADING DETAIL
SCALE: 1" = 10'
MA
T
C
H
L
I
N
E
-
S
E
E
B
E
L
O
W
L
E
F
T
MA
T
C
H
L
I
N
E
-
S
E
E
A
B
O
V
E
R
I
G
H
T
FRONT ENTRANCE GRADING DETAIL
SCALE: 1" = 10'
1
MI
N
O
R
A
M
E
N
D
M
E
N
T
BR
R
09
/
2
8
/
1
8
RECORD DRAWING
X
X
X
X
X
X
X
X
X
X PROPOSED 2'
CONCRETE PAN
31.09
30.76
31.03
32.25
32.62
29.
9
3
30.4330.48
1.
9
%
32
.
5
8
31.06
(31
.
2
2
)
(31
.
3
7
)
STONE BLOCK (TYP.)
(RE: LANDSCAPE PLANS)
PROPOSED C
TRENCH DRAIN
(SEE DETAILS)
31
.
9
6
32
.
1
3
31
.
3
4
32
.
2
3
32.
8
0
32.
6
1
31.
9
0
29.
9
0
29.8
3
30.
3
0
30.
0
6
1.
9
%
///////////////////////////////
30.9
0
30.7
7
30.90
30.90
30.6829.20
29.16 30.81
29.96
30.06
30.1629.9
7
29.87
29.10
29.06
7.
0
%
7.
3
%
2.0%
FFE=30.90
29.20
30.2
3
2.0%
2.0%
2.
0
%
RAMPS
(RE: LANDSCAPE PLANS)
30.9
5
29.1
1
30.1
7
Sheet
UN
I
O
N
O
N
E
L
I
Z
A
B
E
T
H
E
N
G
I
N
E
E
R
N
G
I
E
H
T
R
O
N
R
N
FO
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T
C
O
L
L
I
N
S
:
3
0
1
N
o
r
t
h
H
o
w
e
s
S
t
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e
t
,
S
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1
0
0
,
8
0
5
2
1
GR
E
E
L
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Y
:
8
2
0
8
t
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8
0
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3
1
97
0
.
2
2
1
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4
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no
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i
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r
i
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.
c
o
m
of 20
3.9.18
C403
DE
T
A
I
L
E
D
G
R
A
D
I
N
G
P
L
A
N
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'sbelow.
before you dig.Call
R
NORTH
( IN FEET )
1 inch = ft.
Feet055
5
10 15
10
LEGEND:
PROPOSED CONTOUR
EXISTING CONTOUR
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION 33.43
PROPOSED SLOPES
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 FOR ALL UNKNOWN UNDERGROUND
UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY
EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE
ELEVATIONS.
4.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88. SEE COVER SHEET
FOR BENCHMARK REFERENCES.
5.THE BOTTOM OF MASONRY SHALL GENERALLY FOLLOW FINISHED GRADES. THERE SHALL BE A
MAXIMUM OF 12" EXPOSED CONCRETE BETWEEN THE FINISHED GRADE AND ALL MASONRY.
6.THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL
CURBS AND GUTTERS AT THE POINTS OF CONNECTION SHOWN ON THE PLANS PRIOR TO INSTALLING
ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS
REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN.
7.ADD 5000-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS, WHERE TRUNCATED.
8.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED ARCHITECTURAL AND LANDSCAPE
ARCHITECTURE DRAWINGS FOR ALL STEPS, RAMPS, LANDSCAPING WALLS, SEATWALLS, RAILINGS,
AND PLANTERS.
9.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED STRUCTURAL DRAWINGS FOR
ELEVATIONS AND GRADE CONDITIONS ALONG BUILDING PERIMETER. NOTIFY OWNER, ARCHITECT,
AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION.
10.THE LOWEST FLOOR (INCLUDING ANY BASEMENT OR CRAWL SPACE) AND ALL HVAC EQUIPMENT
SHALL BE FLOOD PROTECTED ABOVE THE REGULATORY FLOOD PROTECTION ELEVATION.
11.A FLOODPLAIN USE PERMIT SHALL BE REQUIRED FOR EACH SITE CONSTRUCTION ELEMENT IN THE
FLOODPLAIN, INCLUDING BUILDING. THE FLOODPLAIN USE PERMIT FOR THE BUILDING WILL BE
APPROVED AT THE TIME OF BUILDING PERMIT APPLICATION.
12.SEE THE FLOODPLAIN EXHIBIT (SHEET C800) FOR ADDITIONAL INFORMATION REGARDING WORK
WITHIN THE FLOODPLAIN AND FLOODWAY.
13.ALL PIPE PENETRATIONS THROUGH CONCRETE WALLS SHALL HAVE WATERTIGHT SEAL.
14.REFER TO STRUCTURAL PLANS FOR CONCRETE WATER-PROOFING TREATMENT REQUIREMENTS IN
DETENTION VAULT.
NOTES:
2.0%
(47.45
)
EXISTING SPOT ELEVATION
PROPOSED STORM
PROPOSED VERTICAL CURB AND GUTTER
PROPOSED SWALE
100-YR FLOODPLAIN
(PER CSU CLOMR)
100-YR FLOODWAY
(PER CSU CLOMR)
AREA A
SCALE: 1" = 5'
AREA B
SCALE: 1" = 5'
KEYMAP
WEST ELIZABETH STREET
B
A
A
B
1
MI
N
O
R
A
M
E
N
D
M
E
N
T
BR
R
09
/
2
8
/
1
8
RECORD DRAWING
STSTSTSTSTSTSTST
STST
STSTSTSTSTSTSTSTSTSTSTST
STSTSTSTSTSTSTSTSTSTSTSTSTSTST
STSTSTSTST
STSTSTSTSTSTSTSTSTST
UDUDUDUDUDUDUDUDUDUDUD28.2
1
SUB
28.3
0
SUB
31.49
31
.
2
6
0.2%0.
5
%
0.2%
0.2%
0.
5
%
0.
5
%
27.
9
6
SU
B
30.7
3
27.8
7SUB
30.6
5
PROPOSED
STORM DRAIN
(SEE SHEET C300)
PROPOSED
STORM DRAIN
(SEE SHEET C300)
PROPOSED
TRENCH DRAIN
(SEE DETAIL)
PROPOSED
PERMEABLE
PAVER AREA
90° BEND A13
INV.=5028.56
FG=5031.37
START CHAMBER A12
INV.=5028.55
FG=5031.37
CO BASIN A15-3 (SOLID COVER)
w/ WEIR
INV.=5028.44
FG=5031.15
START ISO CHAMBER A15-1
INV.=5028.62
FG=5031.21
BASIN A14 (SOLID COVER)
w/ WEIR
INV.=5028.59
FG=5031.25
SD CO A9-1
INV.=5028.34
FG=5031.27
END CHAMBER A11
INV.=5028.23
FG=5030.75
BASIN A10 (SOLID COVER)
INV.=5028.12
FG=5030.72
SD ECCENTRIC CONNECTION A9
INV.=5028.11
FG=5030.74
PROPOSED
PERMEABLE
PAVER AREA
3.36 LF 8" HDPE @ 0.42%
3.36 LF 8" HDPE @ 0.30%
6.22 LF
8" HDPE
@ 0.50%
111.00 LF 6" PERF. HDPE @ 0.20%
STORMTECH CHAMBERS @ 0.20%
4.25 LF
12" HDPE
@ 0.20%
4.38 LF 15" HDPE @ 0.20%
STORMTECH
CHAMBERS (TYP.)
6.25 LF 8" HDPE @ 0.50%
BASIN A15 (SOLID COVER)
INV.=5028.63
FG=5031.23
3.56 LF
8" HDPE
@ 0.20%
BEGIN ISO CHAMBER A15-4
INV.=5028.43
FG=5031.14
INSPECTION
PORT
END ISO CHAMBER A15-2
INV.=5028.45
FG=5031.16
3.55 LF 8" HDPE @ 0.20%
STORMTECH CHAMBERS @ 0.20%
END ISO CHAMBER A15-5
INV.=5028.29
FG=5030.72
8.65 LF 12" HDPE @ 1.30%
INSERTA-TEE A16
INV. IN=5028.74 (N)
INV. IN=5028.88 (W)
INV. OUT=5028.74 (S)
FG=5031.32
6.22 LF 6" HDPE @ 0.50%
RD BASIN A16-1 (SOLID COVER)
INV.=5028.91
FG=5031.34
20.04 L
F
6" HDP
E
@ 0.50
%
RD CONNECTION A16-2
INV.=5029.03
FG=5031.17
RD CO 1A
INV.=5028.59
FG=5031.33
21.67 LF 4" HDPE @ 0.50%
8.89 LF 12" HDPE @ 0.50%
RD BASIN 1 (SOLID COVER)
INV.=5028.48
FG=5031.24
5.63 LF
6" HDPE
@ 0.50%
RD CONNECTION 1-1
INV.=5028.51
FG=5031.29
12.94 LF
8" HDPE
@ 0.50%
TEE 2
INV.=5028.55
FG=5031.20
3.03 LF 6" HDPE @ 0.50%
RD CONNECTION 2-1
INV.=5028.56
FG=5031.23
39.16 LF 8" HDPE @ 0.50%
TEE 3
INV.=5028.74
FG=5030.88
9.68 LF
6" HDPE
@ 0.50%
RD CONNECTION 3-1
INV.=5028.78
FG=5030.92
27.03 LF 8" HDPE @ 0.50%
RD CO 4
INV.=5028.87
FG=5030.77
7.74 LF 15" HDPE @ 0.20%
BASIN A8 (SOLID COVER)
INV.=5028.10
FG=5030.74
CLEANOUT A8-1
INV.=5028.79
FG=5031.67
INSPECTION
PORT INSPECTION
PORT
3.56 LF 6" HDPE @ 0.50%
RD TEE A16-1A
INV.=5028.92
FG=5031.30
5.00 LF 4" HDPE @ 0.50%
RD 22.5° BEND A16-1A.1
INV.=5029.03
FG=5031.32
13.76 LF 4" HDPE @ 0.50%
RD CONNECTION A16-1A.2
INV.=5029.10
FG=5031.40
START CHAMBER A11A-B1
INV.=5027.82
FG=5031.41
2.00 LF 8" HDPE @ 0.50%
RD TEE A11A-3B
INV.=5028.78
FG=5031.67
8.22 LF 4" HDPE @ 0.50%
RD CONNECTION A11A-4B
INV.=5028.99
FG=5032.08
52.71 LF 8" HDPE @ 0.50%
BASIN A11A-2 (SOLID LID)
INV.=5028.52
FG=5031.35
10.04 LF 12" HDPE @ 0.50%
INSPECTION
PORT INSPECTION
PORT
51.72 LF 8" HDPE @ 0.50%
RD TEE A11A-3
INV.=5028.78
FG=5031.37
8.34 LF 6" HDPE @ 0.50%
RD CONNECTION A11A-3A
INV.=5028.90
FG=5031.73
27.92 LF 8" HDPE @ 0.50%
RD TEE A11A-4
INV.=5028.92
FG=5031.29
1.84 LF 4" HDPE @ 0.50%
RD CONNECTION A11A-4A
INV.=5029.09
FG=5031.40
27.57 LF 8" HDPE @ 0.50%
1.35 LF
8" HDPE
@ 0.50%
RD CO A11A-6
INV.=5029.06
FG=5030.83
RD TEE A11A-5
INV.=5029.05
FG=5030.85
13.05 LF
4" HDPE
@ 0.50%
RD CONNECTION A11A-5A
INV.=5029.45
FG=5030.91
END CHAMBER A11A-B2
INV.=5028.47
FG=5031.25
3.55 LF 12" HDPE @ 0.20%
TEE A11A
INV.=5028.46
FG=5031.22
BASIN A11A-1 (SOLID LID)
w/ WEIR
INV.=5028.47
FG=5031.25
3.56 LF 12" HDPE @ 0.20%
START CHAMBER A11A-B3
INV.=5028.46
FG=5031.24
31.36
28.17
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LEGEND:
NOTES:
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'sbelow.
before you dig.Call
R
NORTH
( IN FEET )
1 inch = ft.
Feet01010
10
20 30
11
PROPOSED SUBGRADE SPOT ELEVATION 33.43
PROPOSED SUBGRADE SLOPES 2.0%
EXISTING SPOT ELEVATION
PROPOSED SUBDRAIN
PROPOSED HDPE STORM
UD
PROPOSED FINISHED GRADE SPOT ELEVATION 33.43
(33.43
)
SUB
1.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY
EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
2.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 FOR ALL UNKNOWN UNDERGROUND UTILITIES.
3.ALL SPOTS SHOWN ARE FISHED GRADE ELEVATIONS UNLESS OTHERWISE NOTED.
4.CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER AND THE CITY OF FORT COLLINS STORMWATER
UTILITY A MINIMUM OF ONE WEEK IN ADVANCE SO AS TO ALLOW FOR FIELD OBSERVATION AND
DOCUMENTATION OF THE FOLLOWING SYSTEM ITEMS IN THE SUBGRADE AREA:
- SUBGRADE
- INSTALLATION OF GEOTEXTILE FABRIC
- INSTALLATION OF UNDERDRAIN
- PLACEMENT AND COMPACTION OF SUB-BASE MATERIAL
- PLACEMENT AND COMPACTION OF BASE MATERIAL
- PLACEMENT OF SETTING BED
5.STORMTECH CONTRACTOR SHALL MEET WITH SUPPLIER PRIOR TO INSTALLATION.
6.SUBGRADE AREAS ARE TO BE FIELD SURVEYED BY A LICENSED PROFESSIONAL. THE DESIGN
ENGINEER MUST CONFIRM THE SUBGRADE ELEVATIONS AND DIMENSIONS PRIOR TO PLACEMENT OF
GEOTEXTILE FABRIC, SUB-BASE, OR ANY OTHER MATERIAL.
7.THE CONTRACTOR SHOULD PROVIDE SLACK IN GEOTEXTILE FABRIC TO ENSURE PROPER INSTALLATION
AND AGGREGATE PLACEMENT WITHOUT DAMAGE. PROVIDE SUFFICIENT SLACK SO THE FABRIC IS NOT
TORN WHEN ROCK IS PLACED. IF TEARS ARE SEEN OR DISCOVERED, REPAIR THEM AS RECOMMENDED
BY MANUFACTURER WITH NO LESS THAN 18 INCHES OF OVERLAP ON ALL SIDES OF THE TEAR.
8.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT
SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE VAULT SYSTEM.
9.SEE DETAIL SHEETS FOR ADDITIONAL DESIGN INFORMATION.
10.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE, ELECTRIC, GAS, IRRIGATION,
ECT. LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS TO FACILITATE THE
INSTALLATION OF THE PROPOSED STORM DRAIN AND UTILITY SERVICES.
11.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT
SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE PERMEABLE PAVEMENT
SYSTEM. LOOSE MATERIALS SHALL NOT BE STORED ON THE PERMEABLE PAVEMENT AREA. MUD AND
SEDIMENT-LADEN RUNOFF SHOULD BE KEPT AWAY FROM THE PAVEMENT AREA. TEMPORARILY DIVERT
RUNOFF OR INSTALL SEDIMENT CONTROL MEASURES AS NECESSARY TO REDUCE THE AMOUNT OF
SEDIMENT RUN-ON TO THE PAVEMENT. SURFACE PROTECTION COULD INCLUDE COVERING AREAS OF
THE PAVEMENT, PROVIDING ALTERNATIVE CONSTRUCTION VEHICLE ACCESS, AND PROVIDING
EDUCATION TO ALL PARTIES WORKING ONSITE.
12.PLEASE REFER TO THE EROSION CONTROL PLANS SHEETS AND REPORT FOR TEMPORARY CONTROL
MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED TO PREVENT LOADING OF THIS
DRAINAGE FACILITY WITH SEDIMENT DURING CONSTRUCTION.
13.VAULT LAYOUT SHOWN IN THESE PLANS IS FOR REFERENCE ONLY. FINAL VAULT LAYOUT AND DESIGN
SHALL BE PER MANUFACTURER.
14.CONTRACTOR TO COORDINATE ALL ROOF LEADERS WITH THE ARCHITECTURAL AND PLUMBING PLANS
PRIOR TO CONSTRUCTION OR ORDERING OF MATERIAL. IF A CONFLICT EXISTS, CONTRACTOR TO
CONTACT THE ARCHITECT AND ENGINEER.
15.BASE BID PAVERS SHALL BE DRENAMONTAGE BY BORGERT PRODUCTS. CONFIRM PAVER TYPE, COLOR,
AND PATTERN WITH OWNER AND LANDSCAPE ARCHITECT PRIOR TO PURCHASING.
16.INSTALLATION OF PERMEABLE INTERLOCKING CONCRETE PAVEMENT (PICP) SYSTEM SHALL FOLLOW
THE GUIDELINES OF ICPI TECH SPEC NO. 18 AND FULL ICPI SPECIFICATIONS. WORK SHALL BE
PERFORMED BY A QUALIFIED CONTRACTOR. QUALIFIED CONTACTOR SHALL MEAN AN ICPI 'CERTIFIED
PAVER INSTALLER' HOLDING A CURRENT PICP SPECIALIST DESIGNATION
REV C7001-110-042DWG NO.1 OF 1SHEET1:40SCALEDWG SIZE A
3130 VERONA AVE
BUFORD, GA 30518
PHN (770) 932-2443
FAX (770) 932-2490
www.nyloplast-us.com
8 IN - 30 IN TYPICAL INSTALLATION OPTIONS
TITLE
PROJECT NO./NAME
MATERIAL
DATE
APPD BY
8-10-00DATE
AWADRAWN BYTHIS PRINT DISCLOSES SUBJECT MATTER IN WHICH
NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT
OR POSSESSION OF THIS PRINT DOES NOT CONFER,
TRANSFER, OR LICENSE THE USE OF THE DESIGN OR
TECHNICAL INFORMATION SHOWN HEREIN
REPRODUCTION OF THIS PRINT OR ANY INFORMATION
CONTAINED HEREIN, OR MANUFACTURE OF ANY
ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS
IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN
PERMISSION FROM NYLOPLAST.
8-10-00
CJA
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WHEN ARE DRAIN BASINS USED?
2808AG _ _ X
2810AG _ _ X
2812AG _ _ X
2815AG _ _ X
2818AG _ _ X
2824AG _ _ X
2830AG _ _ X
WHEN ARE INLINE DRAINS USED?
2708AG _ _ X
2710AG _ _ X
2712AG _ _ X
2715AG _ _ X
2718AG _ _ X
2724AG _ _ X
2730AG _ _ X
TYPICAL INSTALLATIONS
TYPICAL INSTALLATION OF NYLOPLAST
DRAIN BASIN AND INLINE DRAIN
1: TO ENTER AN EXISTING LINE
USING A TEE & RISER
2: AT THE BEGINNING OF A DRAIN LINE
USING AN ELBOW & RISER
TEE ELBOW
12" DRAIN BASIN
2 INLET & OUTLET
ADAPTERS CAN BE
PUT ON ANY ANGLE
1: TO CHANGE ELEVATION 2: TO CHANGE PIPE DIAMETER 3: TO CHANGE PIPE TYPE 4: FOR SHALLOW
APPLICATIONS 5: TO CHANGE DIRECTION
A°
RISER
DRAIN BASIN
INLINE DRAIN
10" INLINE DRAIN
10" INLINE DRAIN
3 VARIABLE ELEVATION
WATERTIGHT ADAPTERS AVAILABLE
FOR MOST COMMON PLASTIC PIPING SYSTEMS
8"6"
CORRUGATED
HDPE PIPE SMOOTH WALL
PVC
1 - STRUCTURES & ADAPTERS AVAILABLE IN SIZES 8" - 30"
2 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°, TO DETERMINE
MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012,
7001-110-013, & 7001-110-014
3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS
RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS
SEE DRAWING NO. 7001-110-065
007 TYPICAL BASIN INSTALLATION OPTIONS
PERMEABLE PAVERS
006 STORMTECH CHAMBER DETAILS
001
PERMEABLE/IMPERMEABLE
PAVER TRANSITION SECTION 002 PERMEABLE PAVER SECTION
008 IMPERMEABLE PAVER SECTION
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70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
SH
E
E
T
OF DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC.
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70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
SH
E
E
T
OF DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC.
R
70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
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OF DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC.
R
STORMTECH CHAMBER ISOLATOR ROW
STORMTECH CHAMBER
PVC PIPE BOOT005ROOF DRAIN CONNECTION
PVC GEOMEMBRANE LINER NOTES:
1.THE PVC GEOMEMBRANE INSTALLER SHALL SUPPLY A DETAILED QA/QC MANUAL.
2.THE PVC MANUFACTURER OF THE ROLL GOODS FROM WHICH THE LINER IS FABRICATED MUST HAVE
SUCCESSFULLY PRODUCED A MINIMUM OF 20,000,000 SQUARE FEET THAT MEETS THE CURRENT PVC
GEOMEMBRANE INSTITUTE (PGI) SPECIFICATIONS.
3.THE PVC GEOMEMBRANE FABRICATOR SHALL HAVE ASSEMBLED A MINIMUM OF 2,000,000 SQUARE
FEET FOR CONTAINMENT PURPOSES. THE FABRICATOR WILL PROVIDE THE MANUFACTURER'S
CERTIFICATION THAT THE LINER MATERIAL MEETS THE MANUFACTURER'S SPECIFICATIONS.
ADDITIONALLY, THE FABRICATOR, WITHIN A REASONABLE PERIOD OF TIME, WILL PROVIDE COPIES
FOR THE FACTORY SEAMING TEST LOGS THAT ARE APPROPRIATE TO THE PANELS BEING SHIPPED
TO THE JOB SITE. EACH PANEL SHOULD HAVE A HISTORY OF WHAT TESTS WERE PERFORMED AND
WHAT THE TEST RESULTS WERE.
4.THE PVC GEOMEMBRANE INSTALLER SHALL HAVE INSTALLED A MINIMUM OF 1,000,000 SQUARE FEET
OF PVC GEOMEMBRANE AND BE AN INTERNATIONAL ASSOCIATION OF GEOSYNTHETICS INSTALLERS
(IAGI) MEMBER, AND SHALL BE AN IAGI APPROVED INSTALLATION CONTRACTOR (AIC). THE
GEOMEMBRANE INSTALLER SHALL DESIGNATE A CERTIFIED WELDING TECHNICIAN. THE CERTIFIED
WELDING TECHNICIAN SHALL BE PRESENT DURING ALL SEAMING OPERATIONS AND SHALL HOLD AN
IAGI CERTIFIED WELDING TECHNICIAN (CWT) CERTIFICATION IN BOTH EXTRUSION WELDING AND
FUSION WELDING.
5.PROPOSED PANEL LAYOUT PLACEMENT DRAWINGS WILL BE PROVIDED TO THE ENGINEER AND/OR
THE OWNER BY THE INSTALLER PRIOR TO MATERIAL BEING DELIVERED TO THE JOB SITE. THE
PROPOSED PANEL PLACEMENT SHOULD SHOW SEAM DIRECTION AND PANEL SIZES DRAWN TO
SCALE.
6.FIELD WELDING SHALL BE PERFORMED IN ACCORDANCE WITH IAGI RECOMMENDATIONS. ONE
HUNDRED PERCENT OF THE FIELD SEAMS ARE TO BE NON-DESTRUCTIVELY TESTED IN THE FIELD, AS
ARE PATCHES AND APPURTENANCES. THE MOST COMMON TYPE OF NON-DESTRUCTIVE SEAM
TESTING IS THE AIR LANCE TEST (ASTM D4437). THE TESTING OF SEAMS SHOULD BE WITNESSED BY
A REPRESENTATIVE OF THE OWNER OR THE OWNER'S CONSTRUCTION QUALITY ASSURANCE
REPRESENTATIVE. THE INSTALLER WILL BE ALLOWED TO CONTINUE AIR LANCE TESTING IF THE
OWNER'S REPRESENTATIVE OR CONSTRUCTION QUALITY ASSURANCE REPRESENTATIVE DECLINES
TO WITNESS THE TESTING SO LONG AS DETAILED RECORDS ARE KEPT AND SUPPLIED TO THE
OWNER PRIOR TO COVERING THE LINER.
7.THE PVC GEOMEMBRANE INSTALLER SHALL MAINTAIN A LOG OF EACH DAY'S WORK. INCLUDED IN
THE LOG WILL BE:
·DATE
·AMBIENT TEMPERATURE
·WEATHER CONDITIONS
·PANELS DEPLOYED
·FIELD SEAMS CONSTRUCTED
·SEAMING TECHNICIANS
·INSPECTIONS
GEOMEMBRANE LINER /
PENETRATION DETAIL004003
1
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N
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BR
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09
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10
/
0
3
/
1
9
RECORD DRAWING
1 FT. 0 IN.
3 IN.
2 FT. 0 IN.
1/4 IN.
6 IN. MIN.
6 IN.
VARIES
SEE
PLAN
TYPICAL PAVER SECTION REFER
TO LANDSCAPE ARCHITECT
DRAWINGS FOR DETAILS.
DECORATIVE GRATE (RE: LANDSCAPE
ARCHITECT)
ANCHOR-18 IN. O.C.
NO. 3 REBAR
ANGLE
GALVANIZED
3x2x3/8 IN.
1 IN
.
1/4 IN.3 IN
.
SEE DETAIL "C"
TYPICAL PAVER SECTION REFER
TO LANDSCAPE ARCHITECT
DRAWINGS FOR DETAILS
B
B
BOTTOM OF TRENCH DRAIN
FLOWLINE
PLAN VIEW
SECTION A-A
SECTION B-B
DETAIL "C"
TOP OF GRATE FINISHED GRADE
(SEE GRADING PLAN)
A A
0.5% MIN.
1
3
2
4
0.5% MIN.0.5% MIN.
Sheet
UN
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3.9.18
14
C502
ST
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W
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A
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S
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'sbelow.
before you dig.Call
R
300 STORMWATER BEDDING 301 CURB, GUTTER AND SIDEWALK
303
ORIFICE PLATE
(CONCRETE OUTLET STRUCTURE)
ORIFICE OPENING
(8.25" Ø, POND OUTLET)
(6.75" Ø, BASIN A10 w/ ORIFICE CAP)
PLATE CENTERED
OVER PIPE OPENING
IN WALL
12" Ø HOLES FOR
3 8" Ø EXPANSION BOLTS
EMBEDDING 2" INTO
CONCRETE WALL @
6" O.C. MIN.
5 16" THICK
GALVANIZED
STEEL PLATE D
D+4"
D+4"
ORIFICE INVERT SHALL MATCH
PIPE INVERT
120°
90°
60°
A
SCREEN SLOT TABLE
A B C D E F
PIPE SIZE ROWS OF
SLOTS
SLOT
LENGTH
MAXIMUM
SLOT WIDTH
APPROX.
SLOT/ROW
PER FOOT
APPROX.
SLOT
SPACING
OPEN AREA
PER FOOT
4"3 (MIN.) - 6 (MAX.)1.06"-1.50"0.032"14 1/2"-3/4"1.90-3.15 SQ. IN.
NOTES:
1."SLOTTED HDPE" AND "PERFORATED HDPE" SHALL MEAN THE SAME THING WHEN
REFERRING TO UNDERDRAINS IN THIS PLAN SET.
2.ALTERNATE SLOT DIMENSIONS AND PERFORATIONS REQUIRE EXPLICIT APPROVAL OF THE
ENGINEER.
307 CONCRETE OUTLET STRUCTURE
DETAIL "A"
PLAN VIEW
302 METAL SIDEWALK CULVERT
304
5028.55
5029.55
5030.55
5033.66
4'
4'
12"
N/A
N/A
N/A
N/A
CAD FILE NAME:
DETAILS (MODIFIED)
DRAWN BY:T. COX
D46.dwg
OUTLET STRUCTURE
8/15/05DATE DRAWN:
CC
A
A
3'-6"Ls1'
(MIN.)6"
Ws
6"
6"
VA
R
I
E
S
VA
R
I
E
S
6"
Ws
/
2
Ws
/
2
CENTERLINE OF
OUTLET PIPE
2" LIP (TYP.)
SECTION C-C
SECTION A-A
WELL SCREEN
#4@12"
#4@12"
#4@18"
#4@12"
6"
Wo
Wo
INTO CONCRETE SIDES
STEEL CHANNEL FORMED
3/8"x1" FLAT
BAR HOLDING
FRAME
INTERMITTANT WELDS ON TOP AND SIDES
STAINLESS STEEL ANCHOR BOLTS OR
3/8" ROUND OR
TWISTED CROSS
BAR
BAR
BEARING
1"x3/8"
PLAN
3" CLR.
TO FASTEN GRATE DOWN
3/8"x6" THREADED BOLT
D
1
4 OR 3
4.ALL TRASH RACKS SHALL BE MOUNTED USING STAINLESS STEEL HARDWARE AND
PROVIDED WITH HINGED AND LOCKABLE OR BOLTABLE ACCESS PANELS.
5.TRASH RACKS SHALL BE STAINLESS STEEL, ALUMINUM, OR STEEL. STEEL TRASH
RACKS SHALL BE HOT DIP GALVANIZED AND MAY BE HOT POWDER PAINTED
AFTER GALVANIZING.
3 1/2"
x1 1/2"
KEY
OUTLET PIPE
4%4%
CLR.
3"
BAR
#4 HOOP
PIPE
CONCRETE
METAL OR
LF
LAP
12"
#4@12" O.C.
O.C.
#4@12"
CONCRETE SHALL BE CLASS B. MAY BE CAST-IN-PLACE OR PRECAST.
GENERAL NOTES
1.
2.
3.STEPS SHALL BE PROVIDED WHEN VERTICAL DIMENSION EXCEEDS 3'-6"
AND SHALL BE IN ACCORDANCE WITH AASHTO M 199.
HAVE A MINIMUM 2" CLEARANCE.
REINFORCING BARS SHALL BE EPOXY COATED AND DEFORMED, AND SHALL
#4 DIAGONAL
(TYP.)
SECTION B-B
ELEV. B
ELEV. A
ELEV. C
WQ
WATER QUALITY
100-YEAR OUTLET
9.5" Ø ORIFICE PLATE
B
B
ELEV. A (POND INV.)
ELEV. B
ELEV. C
SPILL ELEV.
WQ
HOLE DIA.
# OF ROWS
# OF COLUMNS
SECTION LINE A-A (ARROWS
POINT IN DIRECTION SECTION
IS VIEWED)
A A
OPP.OPPOSITE
CLR.CLEARANCE
ABBREVIATIONS
MINIMUM
MAXIMUM
ON CENTER
DIAMETER
TYPICAL
WIDTH OF CONCRETE OPENING
WIDTH OF PLATE
NUMBER
AT@
#
Wp
Wo
TYP.
DIA.
O.C.
MAX.
MIN.
LEGEND
WATER QUALITYWQ
DWQ
INVERTINV.
ELEVATIONELEV.
6"
Ls
Ws
6"
LENGTH OF STRUCTURELs
WIDTH OF STRUCTUREWs
Wo
(12" MIN.)
STEEL OR EQUAL)
(NOTE 5)
TRASH RACK
(U.S. FILTER STAINLESS
WELL SCREEN NO. 93
STEEL OR EQUAL)
(U.S. FILTER STAINLESS
WELL SCREEN NO. 93
EQUAL)
FILTER STAINLESS
NO. 93 (U.S.
WELL SCREEN
STEEL OR
DETAIL
D-46LAST DATE REVISED:4/7/11
3/8"x6" THREADED BOLT
TO FASTEN GRATE DOWN
GRATE (TYP. OPP. SIDE)
2 1/4" FROM EDGE OF
TO HOLD HINGE IN PLACE,
3/8"x6" BOLTS 12" O.C.
TO COVER OPENING
(FASTEN WITH 3/8"x6"
1/4" METAL PLATE
TREADED BOLTS)
TO GRATE, WITH
TO GRATE, WITH
(TYP. OPP. SIDE)
GRATE (TYP. OPP. SIDE)
2 1/4" FROM EDGE OF
TO HOLD HINGE IN PLACE,
3/8"x6" BOLTS 12" O.C.
1/4" PLATE, WELDED
1/4" PLATE, WELDED
STORMWATER CONSTRUCTION DETAILS
(970) 221-6700
P.O. BOX 580, FORT COLLINS, CO. 80522
CITY OF FORT COLLINS UTILITIES
EXTERIOR WALL
PRIVATE UNDERDRAIN BASIN
4" MIN
EXTEND MIN. 6" INTO SUBGRADE
6"
VARIES
(REFER TO
STORM DRAIN
PLAN)
INTEGRATED DUCTILE IRON
FRAME & SOLID GRATE TO MATCH
BASIN O.D.
NOTES:
1 - GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE
70-50-05
2 - FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05
3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS
SEE DRAWING NO. 7001-110-065
4 - PERFORATIONS SHOULD NOT BE ON OR WITHIN 1" OF ADAPTERS.
5 - HOLES SHOULD BE STAGGERED EVERY OTHER ROW, AS SHOWN.
6 - MIN. 90° SEPARATION BETWEEN HOLES (MAX. 4 HOLES PER ROW.
2" MIN
Ø .375" MAX
SIDE VIEW
HOLE SIZE & LOCATION NTS
ENLARGED TO SHOW DETAIL
6"
THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER
GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II
MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR
SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED
UNIFORMLY IN ACCORDANCE WITH ASTM D2321.
TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE
PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED
TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC
LOADING, & OTHER APPLICABLE DESIGN FACTORS.
TOP 10" TO BE SOLID, WITHOUT PERFORATIONS
10" SOLID
TOP
NO PERFORATIONS
WITHIN 1" OF ADAPTORS
OPEN BOTTOM
(NO BOTTOM CAP)
310
8" MIN. THICKNESS GUIDELINE
12" MIN WIDTH GUIDELINE
SUBDRAIN
TRASH RACK 51"x51" GRATING (3/8"
ROUND OR TWISTED CROSS BARS
AT 3" O.C., WELDED TO 1"x3/8"
BEARING BARS AT 2 1/2" O.C.)
SU
B
D
R
A
I
N
PI
P
E
I
N
REV B7004-110-007DWG NO.1 OF 1SHEET1:16SCALEDWG SIZE A
3130 VERONA AVE
BUFORD, GA 30518
PHN (770) 932-2443
FAX (770) 932-2490
www.nyloplast-us.com
DRAIN BASIN WITH OUTLET WEIR FOR STORMTECH
TITLE
PROJECT NO./NAME
MATERIAL
DATE
APPD BY
10-28-03DATE
EBCDRAWN BYTHIS PRINT DISCLOSES SUBJECT MATTER IN WHICH
NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT
OR POSSESSION OF THIS PRINT DOES NOT CONFER,
TRANSFER, OR LICENSE THE USE OF THE DESIGN OR
TECHNICAL INFORMATION SHOWN HEREIN
REPRODUCTION OF THIS PRINT OR ANY INFORMATION
CONTAINED HEREIN, OR MANUFACTURE OF ANY
ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS
IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN
PERMISSION FROM NYLOPLAST.
10-28-03
CJA
4" - 24"
INLET PIPE
3 OUTLET WEIR
18" - 30"
DRAIN BASIN BODY
18" - 30" FRAME & SOLID COVER
1
2
6" - 24"
OUTLET PIPE TO
HEADER / MANIFOLD
12" - 24"
OUTLET
PIPE TO
ISOLATOR
ROW
INLET
PIPE
3
1 - INVERT ELEVATIONS & LOCATIONS TO BE DETERMINED BY ENGINEER
2 - HEIGHT OF WEIR TO BE DETERMINED BY ENGINEER
3 - WEIR CUSTOM MANUFACTURED WITH STAINLESS STEEL TO MEET
OUTLET PIPE OPEN AREA
SIDE SECTION VIEW
TOP VIEW W/ FRAME &
COVER REMOVED
311
STORMTECH VAULT
BASIN w/ WEIR
4.25" ORIFICE OPENING
30" FRAME
AND GRATE
REMOVABLE OR FIXED
OUTLET ORIFICE CAP
15" OUTLET
12" INLET
30" DRAIN BASIN BODY
HDPE SUMP INSERT ADDED
INTO BOTTOM OF STRUCTURE,
UP TO INVERT ELEVATION.
305 DRAIN BASIN w/ OUTLET ORIFICE CAP
5029.53ELEV. 2
7 3/8" (L)1 3/8"
17
"
6"
3 3/8"
14
"
FL
R 16"
R 16"
DR
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1 3/8"
6"
R 16"
FL
14
"
6"
17
"
1
1
/
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"
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(
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)
8 5/8" (F.C.)
7 1/4" F.C.
12" (F.C.)
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)
DIMENSIONS FOR PERFORATED HDPE PIPE
308 TRENCH DRAIN
**
** COORDINATE GRATES WITH
LANDSCAPE ARCHITECT
15" HDPED
EXTEND MIN. 6" INTO SUBGRADE
8"
VARIES
(REFER TO
STORM DRAIN
PLAN)
NOTES:
1 - GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE
70-50-05
2 - FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05
3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS
SEE DRAWING NO. 7001-110-065
4 - PERFORATIONS SHOULD NOT BE ON OR WITHIN 1" OF ADAPTERS.
5 - HOLES SHOULD BE STAGGERED EVERY OTHER ROW, AS SHOWN.
6 - MIN. 90° SEPARATION BETWEEN HOLES (MAX. 4 HOLES PER ROW)
2" MIN
Ø .375" MAX
SIDE VIEW
HOLE SIZE & LOCATION NTS
ENLARGED TO SHOW DETAIL
6"
THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER
GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II
MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR
SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED
UNIFORMLY IN ACCORDANCE WITH ASTM D2321.
TOP 12" TO BE SOLID, WITHOUT PERFORATIONS
12" SOLID
TOP
NO PERFORATIONS
WITHIN 1" OF ADAPTORS
OPEN BOTTOM
(NO BOTTOM CAP)
NOTE:
CONTRACTOR SHALL USE SQUARE
COLLAR IN PERMEABLE PAVER
AREAS. COLLAR SHALL BE
ORIENTED WITH PAVERS SO AS TO
REDUCE IRREGULAR CUTS OR
PAVER SHAPES.
TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE
PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED
TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC
LOADING, & OTHER APPLICABLE DESIGN FACTORS.
8" MIN. THICKNESS GUIDELINE
12" MIN WIDTH GUIDELINE
NOTE:
CONTRACTOR SHALL USE
SQUARE COLLAR IN
PERMEABLE PAVER AREAS.
COLLAR SHALL BE ORIENTED
WITH PAVERS SO AS TO
REDUCE IRREGULAR CUTS OR
PAVER SHAPES.
PRIVATE UNDERDRAIN CLEANOUT BASIN309
306 PLANTER STORM DRAIN CONNECTION
0.5%
MIN.VARIES
CONNECT TO
STORM DRAIN
w/ TEE
HDPE
SWEEP
ELBOW
2" HDPE PIPE
PLANTER
(RE: LANDSCAPE)
6"3 (MIN.) - 6 (MAX.)1.38"-1.90"0.032"14 1/2"-3/4"1.98-3.15 SQ. IN.
A B C
TRENCH DRAIN DETAIL
DRAIN
1 5030.20 5029.22 5030.43
2 5030.11 5029.04 5029.96
3 5029.70 5028.72 5029.93
4 5029.45 5028.03 5029.46
2
2
PA
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09
/
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8
/
1
8
RECORD DRAWING
Appendix E
State Portal Documents
This unofficial copy was downloaded on Apr-13-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Apr-13-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
11/19 Page 8
XIV.Certification of Other Permanent BMPs
A.The construction of other permanent BMPs not specifically addressed in this certification is in
accordance with the approved plan. This may include grade control structures, rundowns, bridges, stream
access/improvements, etc.
Please specify other permanent BMPs included on this site:
XV. Certification and Erosion Control Measures - FCSCM Ch. 3
A. All temporary erosion control measures shall be removed upon stabilization. If at the time of preparing
this certification there are any erosion control measures still remaining on the site, please note them in
the narrative and verify that they need to remain at this time. If in doubt as to the need for any control
measure, please consult with the Erosion Control Inspector at erosion@fcgov.com.
XVI.Statement of Compliance - FCSCM Ch. 3
A. This certification is signed and stamped. By signing this form, the engineer(s) attests that he/she has
visited and observed the site, and to the best of his/her knowledge, the as-built conditions of the drainage
facilities are as described in the above form and in the enclosed as-built plans.
B.Failure to properly disclose all known information could result in the rejection of this certification and
prevent the release of any and all Stormwater Utility permit holds on Building Permits and/or Certificates
of Occupancy within this development.
XVII. Signature and Stamp by a Colorado-Registered Professional Engineer
Engineer’s contact information:
Name:
Email:
Phone:
Company:
Address:
PE Stamp
SD
SD
SD
FFE=30.90
MA
I
N
T
E
N
A
N
C
E
FFE=32.90
FFE=32.90
FFE=32.90
FFE=30.90
VA
U
L
T
A
R
E
A
SA
N
D
F
I
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R
AR
E
A
PROPOSED
OUTLET STRUCTURE
(SEE DETAIL SHEET C502)
PROPOSED SUBDRAIN
(SEE SHEET C300)
PROPOSED
STORM DRAIN
(SEE SHEET C301)
30.9
0
32.9
0
33.11
32.9
6
32.7
0
32.8
7
32.8
1
32.9
0
37.2
6
33.4
4
33.4
6
37.0
4
37.1
6
37
.
3
6
37.3
5
37.2
233.5
532.9
0
32.9
0
37.2
6 37.3
6
37.2
9
37.3
8
34.1
8
33.0
2
33.4
4
32.90
33.8
3
32.9
0
30.9
0
34.17
34.2
2
34.3
1
32.9
0
37.2
8
37.20
A A
VAULT ACCESS RAMP
@ 10% MAX
(RE: ARCH)
33.
9
6
34.1
8
28.63
28.5328.5328.5
7
28.
7
5
28.
7
2
28.7
2
33.7
833.45
28.8
3
0.5%
0.5%0.5%
0.5%
0.
9
%
0.
5
%
0.
5
%
0.
5
%
1.
7
%
1.
4
%
1.
5
%
13.2%
2.4%
0.5%
2.0%
2.0%
2.0%0.5%
6.
5
%
0.
5
%
0.
5
%
0.
5
%
0.
7
%
0.5%
8.
1
%
8.
3
%
8.
2
%
0.
5
%
0.
3
%
1.6%
0.5%
0.
5
%
0.5%
2.0%
2.0%
0.
5
%
0.5%
33.4
4
33.36
28.
5
228.5
228
.
5
5
30.9
0
28.64
33.1
9
33.1
9 33.1
1
33.0
2
33.1
1
33.0
4
CONCRETE WALL PENETRATION
SEE NOTES #13 & #14
37.20
32.9
0
37
.
1
8
2.6%
33.4
0
33.54
33.5
0
0.
5
%
8' EMERGENCY
OVERFLOW WEIR
(ELEV.=5033.66)33.66
TOP CIP
33.0
1
2.0%0.5%
0.5%
32.79
0.
6
%
0.5%
0.5%
32.9
6
0.5%
0.
5
%
BB
31.80
TOP CIP
34.20
TOP CIP
34.20
TOP CIP
31.80
TOP CIP
34.20
TOP CIP
34.20
TOP CIP
34.20
TOP CIP
33.4
0
33.4
0
33.66
TOP CIP33.3
5
33.4
4
33.8
3
0.
5
%
0.
5
%
ACCESS GATE
(RE: ARCH)
28.6
5
28
.
5
5
39.5
9
39.5
7
39.5
5
39.5
7
39.5
9
36.9
8
36.2
7
34.0
9
33.3
8
34.1
5
36.3
3
36.3
3
34.1
5 37.2
0
6.5%6.5%
0.5%
LIMIT OF
SLAB-ON-GRADE
(RE: ARCH)
34.20
TOP CIP
34.20
TOP CIP
28.7028.7
2
28.68
31.82
34.18 28.82
34.18
34.18
28.63 28.59
28
.
5
8
28
.
5
4
28.53 31.80
28.
6
5
34.18
34.18
34.18
32.96
32.94
32.70
32.94
33.63 33.63
34.18
5033.63
NOTE:
- REFER TO STRUCTURAL PLANS FOR ADDITIONAL VAULT INFORMATION
- ALL LOCATIONS WHERE ROOF DRAIN DISCHARGES INTO SAND FILTER SHALL
DISCHARGE ONTO A DIFFUSION BAFFLE
22' WIDE
SAND FILTER
7' - 4" WIDE
DETENTION VAULT
TOP OF WALL
EL.=5031.80
4" CONCRETE SLAB
PEA GRAVEL
(DEPTH VARIES - TOP OF MATERIAL = 5029.00)
CDOT CLASS C FILTER MATERIAL
(18" DEPTH)4" THICK
CONCRETE
SLAB
MIN. RAMP ELEV. = 5033.35
100-YR WSEL = 5032.37
4" PERFORATED
HDPE SUBDRAIN
OUTLET
STRUCTURE
INV. = 5028.53
TOP OF
CAST-IN-PLACE
EL.=5034.20
TOP OF FILTER
MATERIAL = 5030.50
1.9'
ROOF DRAIN
INLET PIPE
(TYP.)
DIFFUSION BAFFLE
(SEE DETAIL)
8' EMERGENCY
OVERFLOW WEIR
TOP OF WALL
EL.=5031.80
EMERGENCY SPILL
OPENING = 5033.66
APPROXIMATE
GARAGE
SLAB
100-YR WSEL = 5032.37
TOP OF
CAST-IN-PLACE
EL.=5034.20
30'
TOP OF
CAST-IN-PLACE
EL.=5034.20
TOP OF
CAST-IN-PLACE
EL.=5034.20
ACCESS GATE
(RE: ARCH)
TOP OF
CAST-IN-PLACE
EL.=5034.20
ACCESS RAMP
@ 10% MAX
(RE: ARCH)
4" PERFORATED
HDPE SUBDRAIN
12"
12"
12"
STAINLESS STEEL ANCHOR BOLTS OR
INTERMITTENT WELDS ON TOP AND SIDES
WELL SCREEN NO. 93 (U.S. FILTER
STAINLESS STEEL OR EQUAL)
FASTEN TO CONCRETE WITH
3/8"x6" THREADED BOLTS
STAINLESS STEEL
ANGLE BAR FRAME
Sheet
UN
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3.9.18
C401
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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'sbelow.
before you dig.Call
R
NORTH
( IN FEET )
1 inch = ft.
Feet01010
10
20 30
8
LEGEND:
PROPOSED CONTOUR
EXISTING CONTOUR
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION 33.43
PROPOSED SLOPES
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 FOR ALL UNKNOWN UNDERGROUND
UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY
EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE
ELEVATIONS.
4.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88. SEE COVER SHEET
FOR BENCHMARK REFERENCES.
5.THE BOTTOM OF MASONRY SHALL GENERALLY FOLLOW FINISHED GRADES. THERE SHALL BE A
MAXIMUM OF 12" EXPOSED CONCRETE BETWEEN THE FINISHED GRADE AND ALL MASONRY.
6.THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL
CURBS AND GUTTERS AT THE POINTS OF CONNECTION SHOWN ON THE PLANS PRIOR TO INSTALLING
ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS
REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN.
7.ADD 5000-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS, WHERE TRUNCATED.
8.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED ARCHITECTURAL AND LANDSCAPE
ARCHITECTURE DRAWINGS FOR ALL STEPS, RAMPS, LANDSCAPING WALLS, SEATWALLS, RAILINGS,
AND PLANTERS.
9.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED STRUCTURAL DRAWINGS FOR
ELEVATIONS AND GRADE CONDITIONS ALONG BUILDING PERIMETER. NOTIFY OWNER, ARCHITECT,
AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION.
10.THE LOWEST FLOOR (INCLUDING ANY BASEMENT OR CRAWL SPACE) AND ALL HVAC EQUIPMENT
SHALL BE FLOOD PROTECTED ABOVE THE REGULATORY FLOOD PROTECTION ELEVATION.
11.A FLOODPLAIN USE PERMIT SHALL BE REQUIRED FOR EACH SITE CONSTRUCTION ELEMENT IN THE
FLOODPLAIN, INCLUDING BUILDING. THE FLOODPLAIN USE PERMIT FOR THE BUILDING WILL BE
APPROVED AT THE TIME OF BUILDING PERMIT APPLICATION.
12.SEE THE FLOODPLAIN EXHIBIT (SHEET C800) FOR ADDITIONAL INFORMATION REGARDING WORK
WITHIN THE FLOODPLAIN AND FLOODWAY.
13.ALL PIPE PENETRATIONS THROUGH CONCRETE WALLS SHALL HAVE WATERTIGHT SEAL.
14.REFER TO STRUCTURAL PLANS FOR CONCRETE WATER-PROOFING TREATMENT REQUIREMENTS IN
DETENTION VAULT.
NOTES:
2.0%
(47.45
)
EXISTING SPOT ELEVATION
PROPOSED STORM
PROPOSED VERTICAL CURB AND GUTTER
PROPOSED SWALE
100-YR FLOODPLAIN
(PER CSU CLOMR)
100-YR FLOODWAY
(PER CSU CLOMR)
PARKING GARAGE GRADING DETAIL
SCALE: 1" = 10'
SECTION A-A
SECTION B-B
DETENTION VAULT DETAIL
NOT TO SCALE
DIFFUSION BAFFLE DETAIL
NOT TO SCALE
RECORD DRAWING
Stormwater Facility Name:
Facility Location & Jurisdiction:
User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope =0.015 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs]
Watershed Length-to-Width Ratio =1.10 L:W 0.00 0 0.00 0.00
Watershed Area =0.97 acres 2.00 1,277 2.00 3.60
Watershed Imperviousness =90.0%percent 3.00 1,277 3.00 4.50
Percentage Hydrologic Soil Group A =percent 4.00 1,277 4.00 5.20
Percentage Hydrologic Soil Group B =percent
Percentage Hydrologic Soil Groups C/D =100.0%percent
User Input: Detention Basin Characteristics
WQCV Design Drain Time =12.00 hours
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif,
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year
Two-Hour Rainfall Depth =0.53 0.98 1.36 1.71 2.31 2.91 3.67 in
Calculated Runoff Volume =0.026 0.071 0.102 0.131 0.182 0.233 0.300 acre-ft
OPTIONAL Override Runoff Volume =acre-ft
Inflow Hydrograph Volume =0.025 0.070 0.101 0.131 0.182 0.233 0.299 acre-ft
Time to Drain 97% of Inflow Volume =1 1 1 1 1 1 1 hours
Time to Drain 99% of Inflow Volume =1 1 1 1 1 1 1 hours
Maximum Ponding Depth =0.36 0.90 1.23 1.52 1.96 2.52 3.32 ft
Maximum Ponded Area =0.005 0.013 0.018 0.022 0.029 0.029 0.029 acres
Maximum Volume Stored =0.001 0.006 0.011 0.017 0.028 0.044 0.068 acre-ft
Stormwater Detention and Infiltration Design Data Sheet
Project #:1252-005
Concrete Vault Detention
Union on Elizabeth - Fort Collins
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design CRS Spdsht-ConcVault.xlsm, Design Data 4/14/2020, 9:24 AM
Doing_Clear_Formatting =Yes
CountA=1
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Stormwater Detention and Infiltration Design Data Sheet
Area
Discharge
0
1
2
3
4
5
6
7
8
9
0.1 1 10
FL
O
W
[
c
f
s
]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
25YR IN
25YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.5
1
1.5
2
2.5
3
3.5
0.1 1 10 100
PO
N
D
I
N
G
D
E
P
T
H
[
f
t
]
DRAIN TIME [hr]
100YR
50YR
25YR
10YR
5YR
2YR
WQCV
Stormwater Detention and Infiltration Design CRS Spdsht-ConcVault.xlsm, Design Data 4/14/2020, 9:24 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope =0.008 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs]
Watershed Length-to-Width Ratio =2.80 L:W 0.00 0 0.00 0.00
Watershed Area =0.61 acres 0.75 5,136 0.75 0.45
Watershed Imperviousness =64.9%percent 1.50 5,137 1.50 0.63
Percentage Hydrologic Soil Group A =0.0%percent 2.00 5,138 2.00 0.73
Percentage Hydrologic Soil Group B =0.0%percent
Percentage Hydrologic Soil Groups C/D =100.0%percent
User Input: Detention Basin Characteristics
WQCV Design Drain Time =12.00 hours
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif,
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year
Two-Hour Rainfall Depth =0.53 0.98 1.36 1.71 2.31 2.91 3.67 in
Calculated Runoff Volume =0.010 0.031 0.049 0.066 0.097 0.127 0.167 acre-ft
OPTIONAL Override Runoff Volume =acre-ft
Inflow Hydrograph Volume =0.010 0.031 0.049 0.066 0.097 0.127 0.167 acre-ft
Time to Drain 97% of Inflow Volume =2 2 3 3 4 4 5 hours
Time to Drain 99% of Inflow Volume =2 3 3 3 4 5 5 hours
Maximum Ponding Depth =0.18 0.40 0.53 0.65 0.83 1.01 1.28 ft
Maximum Ponded Area =0.028 0.062 0.083 0.102 0.118 0.118 0.118 acres
Maximum Volume Stored =0.002 0.012 0.022 0.033 0.053 0.075 0.106 acre-ft
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
Project #:1252-005
Paver Detention (Chamber System)
Union on Elizabeth - Fort Collins
Stormwater Detention and Infiltration Design CRS Spdsht-Pavers.xlsm, Design Data 4/14/2020, 9:31 AM
Doing_Clear_Formatting =Yes
CountA=1
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Area
Discharge
Stormwater Detention and Infiltration Design Data Sheet
0
0.5
1
1.5
2
2.5
3
3.5
0.1 1 10
FL
O
W
[
c
f
s
]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
25YR IN
25YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.2
0.4
0.6
0.8
1
1.2
1.4
0.1 1 10 100
PO
N
D
I
N
G
D
E
P
T
H
[
f
t
]
DRAIN TIME [hr]
100YR
50YR
25YR
10YR
5YR
2YR
WQCV
Stormwater Detention and Infiltration Design CRS Spdsht-Pavers.xlsm, Design Data 4/14/2020, 9:31 AM