HomeMy WebLinkAboutSite Certifications - 03/05/201812/15 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
Stormwater Facility Name:
Facility Location & Jurisdiction:
User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope =0.010 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs]
Watershed Length-to-Width Ratio =1.00 L:W 0.00 0 0.00 0.00
Watershed Area =153.29 acres 0.44 0 0.44 0.00
Watershed Imperviousness =70.0%percent 0.66 103,233 0.66 5.00
Percentage Hydrologic Soil Group A =percent 1.66 129,505 1.66 5.00
Percentage Hydrologic Soil Group B =percent 2.66 150,774 2.66 5.00
Percentage Hydrologic Soil Groups C/D =100.0%percent 3.66 191,525 3.66 5.00
4.66 240,819 4.66 5.00
User Input 17 5.66 278,239 5.66 5.00
7.66 297,045 7.66 5.00
8.66 318,064 8.66 5.00
User Input: Detention Basin Characteristics 9.66 343,140 9.66 5.00
WQCV Design Drain Time =40.00 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 50 Year 100 Year
One-Hour Rainfall Depth =0.43 0.88 1.16 1.47 2.48 3.05 in
Calculated Runoff Volume =3.5 7.7 11.2 15.0 28.1 35.8 acre-ft
OPTIONAL Override Runoff Volume =acre-ft
Inflow Hydrograph Volume =3.475 7.669 11.200 15.025 28.048 35.812 acre-ft
Time to Drain 97% of Inflow Volume =8.4 18.2 26.5 35.4 66.0 84.2 hours
Time to Drain 99% of Inflow Volume =8.8 18.6 27.1 36.1 67.3 85.9 hours
Maximum Ponding Depth =1.64 2.89 3.75 4.52 6.63 7.78 ft
Maximum Ponded Area =2.958 3.668 4.481 5.360 6.594 6.87 acres
Maximum Volume Stored =2.854 6.930 10.417 14.229 27.184 34.9 acre-ft
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
East Ridge Second Filing (As-Built w/Interim Outfall)
Fort Collins, Colorado
HFHLV0001.01_SDI_Design_Data_v1.03_As-Built.xlsm, Design Data 1/24/2018, 12:01 PM
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
100
200
300
400
500
600
700
800
900
0.1 1 10
FL
O
W
[
c
f
s
]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
1
2
3
4
5
6
7
8
9
0.1 1 10 100
PO
N
D
I
N
G
D
E
P
T
H
[
f
t
]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
HFHLV0001.01_SDI_Design_Data_v1.03_As-Built.xlsm, Design Data 1/24/2018, 12:01 PM
Project:East Ridge Second Filing
Project Location:Fort Collins, Colorado Date: 1/10/2018
Calculations By:H. Feissner
Pond Description:Detention Pond
User Input Cell:Blue Text
Required
Volume, ac-ft
Water Surface
Elevation, ft
Design Point:Outfall
Design Storm:WQCV Approved Elevation
Required Volume:0 ft3 N/A 4928.34 4928.50
Design Storm:2-year
Required Volume:106010 ft3 2.4 4929.72 4929.79
Design Storm:1st 100-year
Required Volume:1542290 ft3 35.4 4936.07 4936.11
Design Storm1:2nd 100-year
Required Volume:3084580 ft3 70.8 4939.98 4940.01
1. 2nd 100-year storm required per Section 3.3.4 Retention Facilities of the FCSCM
Contour
Elevation
Contour
Area Depth Incremental
Volume
Cummulative
Volume
Incremental
Volume
Cummulative
Volume
Cummulative
Volume
ft ft2 ft ft3 ft3 ft3 ft3 ac-ft
4927.90 0 0.0 0 0 0 0
4928.34 0 0.4 0 0 0 0 0.0
4929.00 103233 0.7 34067 34067 22711 22711 0.5
4930.00 129505 1.0 116369 150436 116121 138833 3.2
4931.00 150774 1.0 140140 290576 140005 278838 6.4
4932.00 191525 1.0 171149 461725 170744 449581 10.3
4933.00 240819 1.0 216172 677897 215702 665284 15.3
4934.00 278239 1.0 259529 937427 259304 924588 21.2
4935.00 297045 1.0 287642 1225068 287591 1212178 27.8
4936.00 318064 1.0 307554 1532622 307494 1519672 34.9
4937.00 343140 1.0 330602 1863224 330523 1850195 42.5
4938.00 382808 1.0 362974 2226199 362794 2212989 50.8
4939.00 437117 1.0 409963 2636162 409663 2622651 60.2
4940.00 503560 1.0 470339 3106500 469947 3092599 71.0
4941.00 757558 1.0 630559 3737059 626252 3718850 85.4 Not Closed
100-year storage voume, 35.4 ac-ft,
provided at elev.4936.07
Detention Pond
AS-BUILT Stage-Storage Calculations
Average End Area Method:
Design Storm
Required Volume, ft3
Conic Volume Method:
1st 100-year
2nd 100-year
4926
4928
4930
4932
4934
4936
4938
4940
4942
0 500000 1000000 1500000 2000000 2500000 3000000 3500000 4000000
Contour
Elevation,
ft
Cummulative Volume, ft3
Stage - Storage | Detention Pond
Project:East Ridge Second Filing
Project Location:Fort Collins, Colorado Date: 12/19/2017
Calculations By:H. Feissner
Pond Description:SF for B, E and F Basins
User Input Cell:Blue Text
Design Point:Outfall
Design Storm:WQCV Approved Elevation
Required Volume:32747 ft3 4933.87 4933.93
Design Storm:10-year
Required Volume:0 ft3 N/A N/A
Design Storm:100-year
Required Volume:0 ft3 N/A N/A
Contour
Elevation
Contour
Area Depth Incremental
Volume
Cummulative
Volume
Incremental
Volume
Cummulative
Volume
Cummulative
Volume
ft ft2 ft ft3 ft3 ft3 ft3 ac-ft
4931.00 7404 0.0 0 0 0 0 0.00
4932.00 10502 1.0 8953 8953 8908 8908 0.20
4933.00 12876 1.0 11689 20642 11669 20577 0.47
4934.00 15314 2.0 25817 34770 25666 34574 0.79
Sand Filter (SF) | B, E, F and Fut-B Basins
AS-BUILT Stage-Storage Calculations
Required Volume Water Surface Elevation
Average End Area Method:Conic Volume Method:
WQCV
4931
4932
4933
4934
4935
0 5000 10000 15000 20000 25000 30000 35000 40000
Contour
Elevation,
ft
Cummulative Volume, ft3
Stage - Storage | Sand Filter (SF)
Tributary area includes the B, E and F developed basins
plus the Fut-B basins
Project:East Ridge Second Filing
Project Location:Fort Collins, Colorado Date: 12/19/2017
Calculations By:H. Feissner
Pond Description:EDB for C and D Basins
User Input Cell:Blue Text
Design Point:Outfall
Design Storm:WQCV Approved Elevation
Required Volume:26572 ft3 4931.55 4931.78
Design Storm:10-year
Required Volume:0 ft3 N/A N/A
Design Storm:100-year
Required Volume:0 ft3 N/A N/A
Contour
Elevation
Contour
Area Depth Incremental
Volume
Cummulative
Volume
Incremental
Volume
Cummulative
Volume
Cummulative
Volume
ft ft2 ft ft3 ft3 ft3 ft3 ac-ft
4928.56 0 0.0 0 0 0 0 0.00
4929.00 5303 0.4 1167 1167 778 778 0.02
4930.00 9899 1.0 7601 8768 7483 8260 0.19
4931.00 12187 1.0 11043 19811 11023 19284 0.44
4932.00 14433 1.0 13310 33121 13294 32578 0.75
Extended Detantion Basin (EDB) | C and D Basins
AS-BUILT Stage-Storage Calculations
Required Volume Water Surface Elevation
Average End Area Method:Conic Volume Method:
WQCV
4928
4929
4930
4931
4932
4933
0 5000 10000 15000 20000 25000 30000 35000
Contour
Elevation,
ft
Cummulative Volume, ft3
Stage - Storage | Sand Filter (SF)
Tributary area includes the C and D developed basins
Project:East Ridge Second Filing
Project Location:Fort Collins, Colorado Date: 12/19/2017
Calculations By:H. Feissner
Pond Description:EDB for G and H Basins
User Input Cell:Blue Text
Design Point:Outfall
Design Storm:WQCV Approved Elevation
Required Volume:40946 ft3 4931.99 4932.13
Design Storm:10-year
Required Volume:0 ft3 N/A N/A
Design Storm:100-year
Required Volume:0 ft3 N/A N/A
Contour
Elevation
Contour
Area Depth Incremental
Volume
Cummulative
Volume
Incremental
Volume
Cummulative
Volume
Cummulative
Volume
ft ft2 ft ft3 ft3 ft3 ft3 ac-ft
4928.60 0 0.0 0 0 0 0 0.00
4929.00 863 0.4 173 173 115 115 0.00
4930.00 8786 1.0 4825 4997 4135 4250 0.10
4931.00 19755 1.0 14271 19268 13905 18155 0.42
4932.00 26567 1.0 23161 42429 23077 41232 0.95
Extended Detention Basin (EDB) | G, H, Fut-G, Fut-H and Fut-TL2 Basins
AS-BUILT Stage-Storage Calculations
Required Volume Water Surface Elevation
Average End Area Method:Conic Volume Method:
WQCV
4929
4930
4931
4932
4933
0 5000 10000 15000 20000 25000 30000 35000 40000 45000
Contour
Elevation,
ft
Cummulative Volume, ft3
Stage - Storage | Extended Detention Basin
Tributary area includes the G and H developed basins
plus the Fut-G, Fut-H basins and Fut-TL2 (future east half
of Timberline Road)
Project:East Ridge Second Filing
Project Location:Fort Collins, Colorado Date: 12/19/2017
Calculations By:H. Feissner
Pond Description:SF for I and Fut-TL3 Basins
User Input Cell:Blue Text
Design Point:Outfall
Design Storm:WQCV Approved Elevation
Required Volume:14173 ft3 4931.82 4931.87
Design Storm:10-year
Required Volume:0 ft3 N/A N/A
Design Storm:100-year
Required Volume:0 ft3 N/A N/A
Contour
Elevation
Contour
Area Depth Incremental
Volume
Cummulative
Volume
Incremental
Volume
Cummulative
Volume
Cummulative
Volume
ft ft2 ft ft3 ft3 ft3 ft3 ac-ft
4930.50 8854 0.0 0 0 0 0 0.00
4931.00 10355 0.5 4802 4802 4797 4797 0.11
4932.00 12649 1.0 11502 16304 11483 16280 0.37
Sand Filter (SF) | I and Fut-TL3 Basins
AS-BUILT Stage-Storage Calculations
Required Volume Water Surface Elevation
Average End Area Method:Conic Volume Method:
WQCV
4929
4930
4931
4932
4933
0 2000 4000 6000 8000 10000 12000 14000 16000 18000
Contour
Elevation,
ft
Cummulative Volume, ft3
Stage - Storage | Sand Filter (SF)
Tributary area includes the I developed basins
plus the Fut-I basins and Fut-TL3 (future east half of
Timberline Road)
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.)
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
R
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
06.30.2016
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
06.30.16
TOPSOIL & LANDSCAPE
TREATMENT
5:1 SLOPE
UNDERDRAINS SLOPE TO
DRAIN TO DAYLIGHT POINT
AT 0.50% MIN.
CITY OF FORT COLLINS
BIORETENTION SAND MEDIA
LANDSCAPING WITH
NON-FLOATING MULCH
WQCV DEPTH: 2.96'
6-INCH LAYER PEA
GRAVEL DIAPHRAGM
DESIGN VOLUME: 0.75 ac-ft
WATER SURFACE: 4933.96
6" (MIN.) TO 18" LAYER OF CDOT CLASS C FILTER
MATERIAL (MUST BE DEEP ENOUGH TO ALLOW
UNDERDRAIN TO BE PLACED WITH POSITIVE SLOPE
TO DAYLIGHT POINT)
SAND FILTER
INFLOW
SPILLWAY
OUTLET
WITH TRASH RACK
EMBANKMENT
1
1
1
OUTFLOW
REFER TO DT09 FOR RIP-RAP
REQUIREMENTS AT INFLOW
POINT(S)
4:1 SIDESLOPES WITH NO AREAS
GREATER THAN 3:1. WHEN USING
WALLS, THE DESIGN SHOULD ALLOW
FOR REMOVAL AND REPLACEMENT OF
THE FILTER LAYER WITHOUT
JEOPARDIZING THE INTEGRITY OF THE
WALL.
CLEAN OUT (TYP)
6" SLOTTED PIPE AT 20' O.C. SEE TABLE SF-2.
PROVIDE MAINTENANCE
ACCESS TO FILTER
FLAT AREA OF SAND FILTER
WQCV
RIPRAP FILL VOIDS WITH
FILTER MATERIAL
FILTER MATERIAL SEE TABLE SF-1 6" MIN. UNDERDRAIN MEETING TABLE SF-2
SLOPE AT 0.5% MIN.
CLEAN OUT WITH (2) 45º BENDS AND WATERTIGHT CAP
ORIFICE PLATE FOR 12 HOUR DRAIN OF WQCV
NOTE: THIS DETAIL SHOWS A PARTIAL INFILTRATION SECTION. FOR FULL INFILTRATION ELIMINATE
UNDERDRAIN AND PROVIDE 1'-6" OF FILTER MATERIAL. FOR NO INFILTRATION PROVIDE IMPERMEABLE
MEMBRANE SECURED TO CAST-IN-PLACE CONCRETE WALL. *SEE DETAILS SF-2 AND SF-3.
PROFILE
NTS
SURFACE
INFLOW
INFLOW PIPE
DIAMETER D
1'-11"
MIN.
11
MIDPOINT
BETWEEN
UNDERDRAINS
1 SLOPE (STRAIGHT GRADE) SUBGRADE (2-10%) TO UNDERDRAIN TO REDUCE
SATURATED SOIL CONDITIONS BETWEEN STORM EVENTS (OPTIONAL)
1.50'
0.50'
0.50'
TOPSOIL & LANDSCAPE
TREATMENT
5:1 SLOPE
UNDERDRAINS SLOPE TO
DRAIN TO DAYLIGHT POINT
AT 0.50% MIN.
CITY OF FORT COLLINS
BIORETENTION SAND MEDIA
LANDSCAPING WITH
NON-FLOATING MULCH
WQCV DEPTH: 1.36'
6-INCH LAYER PEA
GRAVEL DIAPHRAGM
DESIGN VOLUME: 0.33 ac-ft
WATER SURFACE: 4930.36
6" (MIN.) TO 18" LAYER OF CDOT CLASS C FILTER
MATERIAL (MUST BE DEEP ENOUGH TO ALLOW
UNDERDRAIN TO BE PLACED WITH POSITIVE SLOPE
TO DAYLIGHT POINT)
SAND FILTER
1.50'
0.50'
0.50'
4928.50
4932.13
N/A
4932.13
3.63
12.50
4.00
1.00
1-5/16
10
1CC
A
A
B
B
SECTION C-C
SECTION A-A
SECTION B-B
WELL SCREEN
FLOW CONTROL PLATE
PLAN
GENERAL NOTES
A A
ABBREVIATIONS
LEGEND
4928.61
4931.78
N/A
4931.78
3.17
12.50
4.00
1.00
1-1/8
9
1
BIOSWALE | TRAPEZOIDAL SECTION
EDB OUTLET STRUCTURE
SAND FILTER PLAN, PROFILE AND SECTION
FIGURE SF-1
1
3
2 5
Minimum 8" Thick Layer of
CDOT No. 4 Aggregate
Minimum 4" Perforated
PVC Pipe (Optional
Depending on Underlying
Soil Conditions)
12" Ponding Depth
Minimum 12" Thick Layer
of Bioretention Sand Media
(see Bioretention Sand
Media Specification from
City of Fort Collins)
Minimum 6" Thick Layer of
Pea Gravel Diaphragm
Water Surface
Minimum CDOT
No. 4 Aggregate
Above and Below
PVC Pipe
Undisturbed Soil
2"
SECTION A-A
SECTION B-B
WELL SCREEN
FLOW CONTROL PLATE
GENERAL NOTES
A A
ABBREVIATIONS
LEGEND
EDB OUTLET STRUCTURE4C AND D BASINS (NOTE 3 ON DR01)G AND H BASINS (NOTE 4 ON DR01)
2"
Pipe Size Slot Length Maximum Slot
Width
Slot
Centers
Open Area
(per foot)
4"1-1/16"0.032"0.413"1.90 in2
6"1-3/8"0.032"0.516"1.98 in2
UDFCD TABLE SF-2
CC
A
A
B
B
SECTION C-C
PLAN
*DETAILS SF-2 AND SF-3 ONLY APPLY TO NO INFILTRATION SECTION.
CDOT Class B Filter
Material
CDOT Class C Filter
Material
Sieve Size Mass Percent Passsing Square Mesh Sieves
37.5mm (1.5")100
19.0mm (0.75")100
4.75mm (No. 4)20 - 60 60 - 100
1.18um (No. 16)30-Oct
300um (No. 50)0 - 10 0 - 30
150um (No. 100)0 - 10
75um (No. 200)0 -3 0 - 3
UDFCD TABLE SF-1
1 07.07.17 Pond Revisions JEP
4928.56
4931.80
4931.60 to 4931.83
±1 5/16"
10
±3.04
1
9
4928.60
4932.03
4932.00 to 4932.10
±1 5/16"
±3.40
1
AB 12.18.17 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY NORTHERN ENGINEERING
MATT E. LOCKWOOD, PLS
PLS.0038316
DATED: 10.05.17
10
6'
4
11.50'
4
1
1'
4' MIN 2-yearQ =94.22cfs
100-yearQ =311.50cfs
2.51'
1.5'
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
R
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
06.30.2016
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
06.30.16
SAND FILTER2
EXTENDED DETENTION BASIN (EDB)3
EXTENDED DETENTION BASIN (EDB)4
SAND FILTER5
1 07.07.17 Pond Revisions JEP
AB 12.18.17 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY NORTHERN ENGINEERING
MATT E. LOCKWOOD, PLS
PLS.0038316
DATED: 10.05.17
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.
8''SS
8''SS
8''SS
8''SS
8''SS
8''SS
8''SS
8''SS
8''SS 8''SS 8''SS 8''SS 8''SS 8''SS
8''SS
8''SS
8''SS
8''SS
8''SS 8''SS 8''SS 8''SS
8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W
12''SS
12''SS
12''SS
8''SS
8''SS
8''SS
8''SS
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
S
8''SS
10+0011+00
12+00
13+0014+0015+0016+0017+00
STORM DRAIN A6
SEE SHEET SD01
STORM DRAIN A4
SEE SHEET SD02
VICOT
WAY
CRUSADER STREET (A)
ZEPPELIN
WAY
LOT 15
LOT 14
LOT 13
LOT 12
LOT 21
LOT 20
LOT 19
LOT 18
LOT 15
LOT 14
LOT 13
LOT 12
LOT 11
LOT 32
LOT 31
LOT 30
LOT 29
LOT 28
LOT 27
LOT 26
LOT 25
LOT 24
LOT 17
LOT 18
LOT 19
LOT 20
LOT 23
LOT 22
LOT 21
LOT 16 LOT 17
LOT 16
TRACT D
TRACT E
TRACT
E
TRACT
E
TRACT B
BLOCK 2
BLOCK 3
BLOCK 3PRIVATE
DRIVE
TIGERCAT
WAY
SANITARY LINE 1-4
SEE SHEET SS06
SANITARY LINE 1-4.3
SEE SHEET SS08
STORM DRAIN A3
SEE SHEET SD02
SANITARY LINE 1-4
SEE SHEET SS06
CONTACT DESIGN
ENGINEER PRIOR
TO CONSTRUCTION
TO CONFIRM SIZE
OF PIPE
4915
4920
4925
4930
4935
4940
4945
4915
4920
4925
4930
4935
4940
4945
9+5010+0011+0012+0013+0014+0015+0016+0017+0018+0019+00
54''RCP 156.15 LF @ 0.45%
STA=11+57.65
INLET
A1
9'
TRIPLE
TYPE
16
COMBO
INLET
TBC=4941.19
INV
IN
(48"
W)=4931.20
INV
OUT
(54"
E)=4931.20
DEPTH=9.99
48''RCP
34.24 LF
@ 0.40%
STA=11+93.39
SDMH
A2
8'Ø
MH
RIM=4941.60
INV
IN
(48"
W)=4931.34
INV
OUT
(48"
E)=4931.34
DEPTH=10.27
48''RCP 94.55 LF @ 0.40%
STA=12+87.93
SDMH
A3
8'Ø
MH
RIM=4942.07
INV
IN
(48"
W)=4931.71
INV
IN
(18"
S)=4933.71
INV
OUT
(48"
E)=4931.71
DEPTH=10.36
48''RCP 163.04 LF @ 0.40%
STA=40+26.87
(STORM
A4)
STA=14+50.98
STORM
A
SDMH
A4
8'Ø
MH
RIM=4940.93
INV
IN
(48"
W)=4932.37
INV
IN
(30"
N)=4933.87
INV
IN
(30"
S)=4933.87
INV
OUT
(48"
E)=4932.37
DEPTH=8.57
48''RCP 110.97 LF @ 0.40%
STA=15+61.95
SDMH
A5
6'Ø
MH
RIM=4941.63
INV
IN
(42"
W)=4933.31
INV
OUT
(48"
E)=4932.81
DEPTH=8.82
42''RCP 165.94 LF @ 0.40%
STA=50+00.00
(STORM
A6)
STA=17+27.88
STORM
A
SDMH
A6
8'Ø
FLAT
TOP
MH
RIM=4941.18
INV
IN
(36"
N)=4933.97
INV
IN
(36"
S)=4934.47
INV
OUT
(42"
E)=4933.97
DEPTH=7.20
PROPOSED GRADE
EXISTING GRADE
STA=12+97.93
INV=4928.11
8" SANITARY CROSSING
18"
MIN.
STA=17+36.38
INLET
A7
15'
CDOT
TYPE
R
INLET
TBC=4941.33
INV
IN
(36"
N)=4934.01
INV
OUT
(36"
S)=4934.01
DEPTH=7.32
STA=15+54.94
INV=4929.34
8" SANITARY CROSSING
STA=15+42.94
TOP=4930.82
8" WATER CROSSING STA=13+07.93
TOP=4929.88
8" WATER CROSSING
STA=10+57.64
TOP=4927.76
8" WATER CROSSING
STA=10+00.00
FES
A
54"
FES
INV
IN
(54"
W)=4930.50
STA=10+47.58
INV=4927.71
8" SANITARY CROSSING
CONCRETE ENCASE
EACH SIDE
36'' RCP
8.50 LF
@ 0.40%
18"
MIN.18"
MIN.
HGL HGL HGL HGL HGL HGL
HGL HGL HGL
HGL HGL
HGL HGL HGL
100 yr HGL
1.78'
CONCRETE
CUT-OFF
WALL
CONCRETE
CUT-OFF
WALL
36'' RCP 31.89 LF @ 0.40%
STA=17+68.28
FES
A8
30"
FES
INV
OUT
(36"
S)=4934.13
4925
4930
4935
4940
4945
4950
4955
4925
4930
4935
4940
4945
4950
4955
49+25 50+00 51+00
STA=50+28.50
INLET
A6.1
3'
SINGLE
TYPE
16
COMBO
INLET
TBC=4941.33
INV
IN
(24"
SE)=4935.59
INV
OUT
(36"
N)=4934.59
DEPTH=6.74
36'' RCP
28.50 LF
@ 0.40%
STA=17+27.88
(STORM
A)
STA=50+00.00
STORM
A6
SDMH
A6
8'Ø
FLAT
TOP
MH
RIM=4941.18
INV
IN
(36"
N)=4933.97
INV
IN
(36"
S)=4934.47
INV
OUT
(42"
E)=4933.97
DEPTH=7.20
PROPOSED
GRADE
EXISTING GRADE
18"
MIN.
STA=50+14.25
TOP=4932.70
8"
WATER
CROSSING
100 yr HGL
STA=50+71.70
FES
A6.2
24"
FES
INV
OUT
(24"
NW)=4935.76
24'' RCP
42.96 LF
@ 0.40%
CONCRETE
CUT-OFF
WALL
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
KEYMAP
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN A 10+00.00 17+68.28
50 5
SD01
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
R
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN A6 50+00.00 50+71.70
50 5
( IN FEET )
1 inch = ft.
050 50
50
100 150
4930.58
4931.29
4931.29
158.2 LF
36.3 LF
0.39%
95.0 LF @ 0.41%
4941.66
4931.43
4931.43
4942.04
4931.79
4933.40
4931.79
163.0 LF @ 0.29%
4941.17
4932.27
4933.80
4933.80
4932.27
106.79 LF @ 0.21%
4941.92
4932.99
4932.49
169.14 LF @ 0.41%
5.5 LF
6.91%
4934.11
4941.44
4933.78
4934.16
32.3 LF @ -0.15%
4934.34
4934.26
4933.68
RIM=4941.41
158.2 LF
36.3 LF 0.39%
95.0 LF @ 0.41%
163.0 LF @ 0.29%106.79 LF @ 0.21%169.14 LF @ 0.41%
5.5 LF 6.91%
32.3 LF @ 0.71%
4935.64
41.5 LF
2.67%
4941.44
4933.78
4934.26
4933.68
4934.53
4934.53
RIM=4941.40
25.5 LF
1.06%
41.5 LF 2.67%
25.5 LF 1.06%
4931.16
AB 12.18.17 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY NORTHERN ENGINEERING
MATT E. LOCKWOOD, PLS
PLS.0038316
DATED: 10.05.17
06.30.1607.07.17
4920
4925
4930
4935
4940
4945
4950
4920
4925
4930
4935
4940
4945
4950
39+00 40+00 41+00 42+00
30'' RCP
25.37 LF
@ 0.40%
30'' RCP
10.13 LF
@ 0.41%
STA=40+37.00
INLET
A4.1
15'
CDOT
TYPE
R
INLET
TBC=4941.04
INV
IN
(18"
NE)=4934.91
INV
OUT
(30"
S)=4933.91
DEPTH=7.13
STA=40+00.00
INLET
A4A
9'
TRIPLE
TYPE
16
COMBO
INLET
TBC=4941.04
INV
OUT
(30"
N)=4933.97
DEPTH=7.07
STA=14+50.98
(STORM
A)
STA=50+01.17
STORM
A6
SDMH
A4
8'Ø
MH
RIM=4940.93
INV
IN
(48"
W)=4932.37
INV
IN
(30"
N)=4933.87
INV
IN
(30"
S)=4933.87
INV
OUT
(48"
E)=4932.37
DEPTH=8.57
PROPOSED
GRADE
18'' RCP
40.33 LF
@ 0.38%
STA=40+80.29
INLET
A4.2
9'
TRIPLE
TYPE
16
COMBO
INLET
TBC=4941.66
INV
OUT
(18"
SW)=4935.06
DEPTH=6.60
STA=40+07.69
TOP=4932.15
8" WATER CROSSING
STA=40+17.69
INV=4928.69
8" SANITARY CROSSING
100 yr HGL
4915
4920
4925
4930
4935
4940
4945
4915
4920
4925
4930
4935
4940
4945
19+50 20+00 21+00 21+50
STA=20+94.98
INLET
A3-2
6'
DOUBLE
TYPE
16
COMBO
INLET
TBC=4941.73
INV
OUT
(18"
E)=4934.09
DEPTH=7.63
18'' RCP
28.50 LF
@ 0.40%
18'' RCP
66.42 LF
@ 0.40%
STA=30+00.00
(STORM
A3-1)
STA=20+66.48
STORM
A3
SDMH
A3-1
5'Ø
FLAT
TOP
MH
RIM=4941.58
INV
IN
(18"
E)=4933.98
INV
IN
(18"
W)=4933.98
INV
OUT
(18"
N)=4933.98
DEPTH=7.60
STA=12+89.66
(STORM
A)
STA=20+00.09
STORM
A3
SDMH
A3
8'Ø
MH
RIM=4942.07
INV
IN
(48"
W)=4931.71
INV
IN
(18"
S)=4933.71
INV
OUT
(48"
E)=4931.71
DEPTH=10.36
STA=20+76.48
INV=4927.62
12"
SANITARY
CROSSING
PROPOSED
GRADE
EXISTING GRADE
STA=20+86.48
TOP OF CASING=4932.35
8" WATER CROSSING
100 yr HGL
18"
MIN.
4915
4920
4925
4930
4935
4940
4945
4915
4920
4925
4930
4935
4940
4945
29+50 30+00 31+00
STA=20+66.48
(STORM
A3)
STA=30+00.00
STORM
A3-1
SDMH
A3-1
5'Ø
FLAT
TOP
MH
RIM=4941.58
INV
IN
(18"
E)=4933.98
INV
IN
(18"
W)=4933.98
INV
OUT
(18"
N)=4933.98
DEPTH=7.60
18'' RCP
7.00 LF
@ 0.40%
STA=30+08.50
INLET
A3-1A
10'
CDOT
TYPE
R
INLET
TBC=4941.73
INV
OUT
(18"
W)=4934.01
DEPTH=7.72
PROPOSED
GRADE
EXISTING GRADE
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
KEYMAP
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN A4 40+00.00 40+80.33
50 5
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
R
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN A3 20+00.00 20+92.86
50 5STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN A3-1 30+00.00 30+10.60
50 5
SD02
( IN FEET )
1 inch = ft.
050 50
50
100 150
4931.79
4933.40
4931.79
4942.04
4941.78
4933.93
4933.98
4933.82
4934.22
26.8 LF
0.89%
64.16 LF
0.65%
64.16 LF
26.8 LF 0.89%
4932.27
4933.80
4933.80
4941.17
4932.27
4935.06
4933.96
4933.94
38.4 LF @
2.86%
11.8 LF @
1.19%
24.1 LF @
0.50%
4941.11
49433.92
4933.93
4933.98
4933.82
4941.87
4933.95
8.6 LF
0.23%
8.6 LF @ 0.23%
38.4 LF @ 2.86%
11.8 LF @ 1.19%
24.1 LF @ 0.50%
4941.87
4941.84
0.65%
4941.69
4941.16
AB 12.18.17 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY NORTHERN ENGINEERING
MATT E. LOCKWOOD, PLS
PLS.0038316
DATED: 10.05.17
06.30.1607.07.17
4920
4925
4930
4935
4940
4945
4950
4920
4925
4930
4935
4940
4945
4950
59+5060+0061+0062+0063+0064+0065+0066+0067+0068+00
18"
MIN.
18"
MIN.
18"
MIN.
STA=90+10.67
(STORM
B6)
STA=67+05.72
STORM
B
SDMH
B6
8'Ø
FLAT
TOP
MH
RIM=4944.26
INV
IN
(60"
NE)=4933.81
INV
IN
(24"
SE)=4937.31
INV
IN
(36"
NW)=4936.31
INV
OUT
(66"
SW)=4933.81
DEPTH=10.96
66''RCP
34.07 LF
@ 0.40%
STA=66+71.65
SDMH
B5
11'X10'
BOX
BASE
MH
RIM=4944.37
INV
IN
(66"
NE)=4933.67
INV
IN
(36"
W)=4933.67
INV
OUT
(66"
SE)=4933.67
DEPTH=11.20
66''RCP 145.49 LF @ 0.40%
STA=65+24.91
INLET
B4
12'
TYPE
16
COMBO
INLET
TBC=4944.68
INV
IN
(66"
NW)=4933.09
INV
OUT
(66"
SE)=4933.09
DEPTH=12.09
66''RCP 132.59 LF @ 0.40%
STA=70+00.00
(STORM
B3)
STA=63+91.07
STORM
B
SDMH
B3
8'Ø
FLAT
TOP
MH
RIM=4943.92
INV
IN
(66"
NW)=4932.56
INV
IN
(24"
NE)=4936.06
INV
OUT
(66"
SE)=4932.56
DEPTH=11.86
66''RCP 121.83 LF @ 0.40%
STA=62+67.74
INLET
B2
9'
TRIPLE
TYPE
16
COMBO
INLET
TBC=4942.79
INV
IN
(66"
NW)=4932.07
INV
OUT
(66"
SE)=4932.07
DEPTH=10.72
66''RCP 118.81 LF @ 0.40%
STA=61+47.43
SDMH
B1
11'X10'
BOX
BASE
MH
RIM=4941.26
INV
IN
(66"
NW)=4931.60
INV
OUT
(66"
S)=4931.60
DEPTH=10.17
66''RCP
147.43 LF
@ 0.40%
STA=60+00.00
OUTLET
B
END
OF
PIPE
AT
HEADWALL
INV
IN
(66"
N)=4931.01
60''RCP
106.81 LF
@ 0.50%
STA=61+67.74
TOP=4929.57
8" WATER CROSSING
STA=64+16.28
TOP=4930.56
8" WATER CROSSING
STA=66+51.52
TOP=4931.49
8" WATER CROSSING
HGL HGL
HGL HGL HGL
HGL HGL
HGL HGL
HGL HGL
HGL HGL HGL
EXISTING GRADE
PROPOSED GRADE
100 yr HGL
18"
MIN.
STA=67+77.03
TOP=4932.10
8" WATER CROSSING
KEYMAP
STA:
SCALE:H: 1"=V: 1"=
toSTORM DRAIN B 60+00.00 68+00.00
50 5
MATCH
LINE
SEE
SHEET:
STA:
SD04
68+00.00
SD03
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
R
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
( IN FEET )
1 inch = ft.
050 50
50
100 150
4932.40
4935.90
4932.38
4931.91
4931.82
4940.20
4931.40
4931.35
4931.08
121.08 LF @0.35%
149.52
0.18%
121.70 LF @0.39%
TOC=4943.56 4933.01
4932.90
132.3 LF @ 0.38%145.0 LF @0.40%
4944.42
4933.74
4933.87
4933.59
4944.42
4933.98
4937.29
4936.02
4933.90
41.3 LF
102.8 LF
132.3145.0
41.3 LF
102.8
LF
0.41%
0.39%
4943.82
4942.70
0.38%
0.39%
0.41%
AB 12.18.17 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY NORTHERN ENGINEERING
MATT E. LOCKWOOD, PLS
PLS.0038316
DATED: 10.05.17
06.30.1607.07.17
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
8''SS
8''SS 8''SS
8''SS
8''SS
8''SS
8''SS
8''SS
8''W
8''W
8''W
8''SS
8''SS
8''SS
8''W
8''SS
12''W
12''W
12''W
12''W
12''W
12''W
12''W
8''W
S
8''W
8''W
8''W
8''W
8''W
68+00
69+00
70+00
71+00
72+00
73+00
SYKES DRIVE
LOT4
LOT 3
LOT 2
LOT 1
LOT 12
LOT 11
TRACT N
BLOCK 1
SANITARY LINE 1-11.5
SEE SHEET SS19
4920
4925
4930
4935
4940
4945
4950
4920
4925
4930
4935
4940
4945
4950
68+0069+0070+0071+0072+0073+0074+0074+50
STA=73+79.67
FES
B12
36"
FES
INV
OUT
(36"
S)=4939.19
36''RCP 71.59 LF @ 0.50%
STA=73+08.09
SDMH
B11
6'Ø
FLAT
TOP
MH
RIM=4945.81
INV
IN
(36"
N)=4938.83
INV
OUT
(36"
E)=4938.83
DEPTH=6.98
36''RCP 176.52 LF @ 0.50%
STA=71+31.56
SDMH
B10
6'Ø
FLAT
TOP
MH
RIM=4944.77
INV
IN
(36"
W)=4937.94
INV
OUT
(36"
E)=4937.94
DEPTH=6.83
36''RCP 114.88 LF @ 0.50%
STA=90+13.45
(STORM
B9)
STA=70+16.69
STORM
B
SDMH
B9
8'Ø
FLAT
TOP
MH
RIM=4944.17
INV
IN
(36"
W)=4937.36
INV
IN
(42"
N)=4936.20
INV
IN
(24"
S)=4936.20
INV
OUT
(54"
E)=4935.86
DEPTH=8.81
54''RCP
59.15 LF
@ 0.50%
STA=100+00.00
(STORM
B8)
STA=69+57.54
STORM
B
SDMH
B8
8'Ø
FLAT
TOP
MH
RIM=4944.45
INV
IN
(54"
W)=4935.57
INV
IN
(42"
N)=4936.57
INV
OUT
(60"
S)=4935.07
DEPTH=9.88
60''RCP 145.01 LF @ 0.50%
18"
MIN.
60'' RCP
106.81 LF
@ 0.50%
STA=73+35.18
TOP=4937.13
12"
WATER
CROSSING
STA=72+43.68
INV=4934.75
8" SANITARY CROSSING
STA=68+12.53
SDMH
B7
8'Ø
FLAT
TOP
MH
RIM=4944.85
INV
IN
(60"
N)=4934.34
INV
OUT
(60"
SW)=4934.34
DEPTH=11.01
HGL HGL HGL HGL HGL HGL HGL HGL
HGL HGL HGL
EXISTING GRADEPROPOSED GRADE
100 yr HGL
18"
MIN.
STA=72+58.68
TOP=4936.75
8" WATER CROSSING
CONCRETE
CUT-OFF
WALL
4920
4925
4930
4935
4940
4945
4950
4920
4925
4930
4935
4940
4945
4950
69+00 70+00 71+00 72+00
24'' RCP
24.90 LF
@ 1.00%
STA=70+26.65
INLET
B3.1
9'
TRIPLE
TYPE
16
COMBO
INLET
TBC=4944.10
INV
IN
(24"
NW)=4936.51
INV
OUT
(24"
SW)=4936.31
DEPTH=7.79
24'' RCP
34.08 LF
@ 1.00%
STA=70+63.74
INLET
B3.2
15'
TYPE
16
COMBO
INLET
TBC=4944.10
INV
OUT
(24"
SE)=4936.85
DEPTH=7.25
STA=63+91.07
(STORM
B)
STA=70+00.00
STORM
B3
SDMH
B3
8'Ø
FLAT
TOP
MH
RIM=4943.92
INV
IN
(66"
NW)=4932.56
INV
IN
(24"
NE)=4936.06
INV
OUT
(66"
SE)=4932.56
DEPTH=11.86
EXISTING GRADE
PROPOSED GRADE
100 yr HGL
STA=70+55.24
TOP=4935.03
8"
WATER
CROSSING18"
MIN.
KEYMAP
STA:
SCALE:H: 1"=V: 1"=
toSTORM DRAIN B 68+00.00 73+83.95
50 5
MATCH
LINE
SEE
SHEET:
STA:
SD03
68+00.00
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
R
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
STA:
SCALE:H: 1"=V: 1"=
toSTORM DRAIN B3 70+00.00 70+63.74
50 5
SD04
( IN FEET )
1 inch = ft.
050 50
50
100 150
4932.38
4935.90
4932.38
4936.25
4936.15 4936.56
4939.14
4945.86
4938.81
4938.76
4944.77
4944.36
4944.66
4944.56
4934.46
4934.26
60.39 LF 146.93 LF @0.44%
4937.25
4936.12
4939.19
4935.69
4935.42
4936.56
4935.14
75.8LF@0.43%
75.8 LF @ 0.44%
177.73LF@0.49%
177.73 LF@ 0.49%117.46 LF @ 0.61%
4937.89
4937.79
0.45 %
60.39 LF
0.45 %
117.45LF@1.18%
33.05 LF
22.55
1.11%
0.94%
4943.82
4943.96
4944.07
AB 12.18.17 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY NORTHERN ENGINEERING
MATT E. LOCKWOOD, PLS
PLS.0038316
DATED: 10.05.17
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
06.30.1607.07.17
4920
4925
4930
4935
4940
4945
4950
4920
4925
4930
4935
4940
4945
4950
89+00 90+00 91+00 91+50
36'' RCP
9.17 LF
@ 1.00%
STA=90+00.00
INLET
B6.1
5'
CDOT
TYPE
R
INLET
TBC=4944.35
INV
OUT
(36"
SE)=4936.40
DEPTH=7.95
24'' RCP
24.83 LF
@ 1.00%
STA=67+05.72
(STORM
B)
STA=90+10.67
STORM
B6
SDMH
B6
8'Ø
FLAT
TOP
MH
RIM=4944.26
INV
IN
(60"
NE)=4933.81
INV
IN
(24"
SE)=4937.31
INV
IN
(36"
NW)=4936.31
INV
OUT
(66"
SW)=4933.81
DEPTH=10.96
STA=90+37.00
INLET
B6A
12'
QUAD
TYPE
16
COMBO
INLET
TBC=4944.35
INV
OUT
(24"
NW)=4937.56
DEPTH=6.79
18"
MIN.
STA=90+30.43
TOP=4935.76
8" WATER CROSSING
STA=90+20.43
INV=4934.34
8"
SANITARY
CROSSING
EXISTING GRADE
PROPOSED GRADE
100 yr HGL
4925
4930
4935
4940
4945
4950
4955
4925
4930
4935
4940
4945
4950
4955
89+0090+0091+0091+50
42'' RCP
39.23 LF
@ 0.50%
24'' RCP
10.45 LF
@ 1.00%
STA=70+16.69
(STORM
B)
STA=90+13.45
STORM
B9
SDMH
B9
8'Ø
FLAT
TOP
MH
RIM=4944.17
INV
IN
(36"
W)=4937.36
INV
IN
(42"
N)=4936.20
INV
IN
(24"
S)=4936.20
INV
OUT
(54"
E)=4935.86
DEPTH=8.81
18"
MIN.STA=90+41.71
TOP=4934.47
12" WATER CROSSING
STA=90+23.54
INV=4933.28
8" SANITARY CROSSING
EXISTING GRADE
PROPOSED GRADE
100 yr HGL
STA=90+01.50
INLET
B9A
10'
CDOT
TYPE
R
INLET
TBC=4944.16
INV
OUT
(24"
N)=4936.31
DEPTH=7.85
STA=90+52.68
INLET
B9.1
15'
TYPE
16
COMBO
INLET
TBC=4944.21
INV
OUT
(42"
S)=4936.40
DEPTH=7.81
4920
4925
4930
4935
4940
4945
4950
4920
4925
4930
4935
4940
4945
4950
109+50 110+00 111+00 111+50
CONCRETE
CUT-OFF
WALL
36''RCP 66.79 LF @ 0.40%
STA=???
FES
B5.1
24"
FES
INV
OUT
(36"
E)=4933.94
STA=66+71.69
(STORM
B)
STA=110+72.29
STORM
B5
SDMH
B5
11'X10'
BOX
BASE
MH
RIM=4944.37
INV
IN
(66"
NE)=4933.67
INV
IN
(36"
W)=4933.67
INV
OUT
(66"
SE)=4933.67
DEPTH=11.20
EXISTING GRADE
PROPOSED GRADE
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
KEYMAP
STA:
SCALE:H: 1"=V: 1"=
toSTORM DRAIN B6 90+00.00 90+78.12
50 5
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN B9 90+01.50 90+52.83
50 5
SD05
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
R
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
( IN FEET )
1 inch = ft.
050 50
50
100 150
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN B5 110+00.00 110+72.29
50 5
26.74 LF
4937.71
RIM=4943.31
4933.90
4936.02
4937.29
4933.98
26.74LF
4944.22
RIM=4942.78 4936.48
74.5 LF
4934.08
4944.42
4933.74
4933.87
49333.59
74.5 LF
0.28%
14.04 LF@ 0.78%35.94 LF@ 1.31%
4936.16
4935.69
4939.19
4936.12
4937.25
4944.36
4942.27
4936.59
14.04 LF
@0.78%
35.94 LF
@ 1.31%
0.28%
1.57%
8.12LF
5.67%
@ 1.57%
4944.25
AB 12.18.17 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY NORTHERN ENGINEERING
MATT E. LOCKWOOD, PLS
PLS.0038316
DATED: 10.05.17
06.30.1607.07.17
4920
4925
4930
4935
4940
4945
4950
4920
4925
4930
4935
4940
4945
4950
109+50110+00111+00112+00113+00114+00115+00116+00117+00118+00119+00120+00
STA=110+00.00
OUTLET
C
END
OF
PIPE
AT
HEADWALL
INV
IN
(60"
N)=4931.01
60''RCP 211.87 LF @ 0.40%
STA=112+11.87
SDMH
C1
8'Ø
FLAT
TOP
MH
RIM=4941.75
INV
IN
(60"
NE)=4931.86
INV
OUT
(60"
S)=4931.86
DEPTH=9.90
60''RCP 262.28 LF @ 0.40%
STA=114+75.66
INLET
C2
10'
CDOT
TYPE
R
INLET
TBC=4943.31
INV
IN
(54"
NE)=4932.90
INV
OUT
(60"
SW)=4932.90
DEPTH=10.41
54'' RCP
10.60 LF
@ 0.40%
STA=120+00.00
(STORM
C3)
STA=114+87.75
STORM
C
SDMH
C3
8'Ø
MH
RIM=4943.26
INV
IN
(54"
NW)=4932.95
INV
IN
(18"
NE)=4935.95
INV
OUT
(54"
SW)=4932.95
DEPTH=10.32
54''RCP 261.71 LF @ 0.40%
STA=117+49.47
SDMH
C4
8'Ø
MH
RIM=4944.77
INV
IN
(54"
NE)=4933.99
INV
OUT
(54"
SE)=4933.99
DEPTH=10.78
54''RCP
124.92 LF
@ 0.40%
STA=130+23.50
(STORM
C5)
STA=118+74.39
STORM
C
SDMH
C5
7'Ø
FLAT
TOP
MH
RIM=4943.87
INV
IN
(48"
NE)=4934.99
INV
IN
(18"
NW)=4937.49
INV
IN
(18"
SE)=4937.49
INV
OUT
(54"
SW)=4934.49
DEPTH=9.37
48''RCP
141.09 LF
@ 0.50%
PROPOSED
GRADE
EXISTING GRADE
18"
MIN.
18"
MIN.
STA=114+99.24
INV=4929.87
8" SANITARY CROSSING
STA=115+09.00
TOP=4931.01
8" WATER CROSSING
STA=117+39.22
INV=4931.13
8" SANITARY CROSSING
STA=117+60.57
INV=4931.12
8" SANITARY CROSSING
STA=117+72.06
TOP=4932.06
8" WATER CROSSING
100 yr HGL
HGL HGL
HGL HGL
HGL HGL HGL HGL HGL
HGL HGL HGL HGL HGL
HGL HGL HGL HGL
4930.49
4931.66
4931.72
49341.72
4932.72
4932.74
210.17 0.56%
259.94 0.38%
4932.80
(N)
4943.36
4935.76
(S)
4943.32
4932.80
(SW)
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
KEYMAP
STA:
SCALE:H: 1"=V: 1"=
toSTORM DRAIN C 110+00.00 120+00.00
50 5
MATCH
LINE
SEE
SHEET:
STA:
SD08
120+00.00
SD07
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
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
R
( IN FEET )
1 inch = ft.
050 50
50
100 150
268.19 LF @ 0.40%
4944.75
4933.86
4933.86
AB 12.18.17 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY NORTHERN ENGINEERING
MATT E. LOCKWOOD, PLS
PLS.0038316
DATED: 10.05.17
06.30.1607.07.17
4920
4925
4930
4935
4940
4945
4950
4920
4925
4930
4935
4940
4945
4950
119+00 120+00 121+00 121+50
STA=114+87.75
(STORM
C)
STA=120+00.00
STORM
C3
SDMH
C3
8'Ø
MH
RIM=4943.26
INV
IN
(54"
NW)=4932.95
INV
IN
(18"
NE)=4935.95
INV
OUT
(54"
SW)=4932.95
DEPTH=10.32
STA=120+39.24
INLET
C3.1
12'
QUAD
TYPE
16
COMBO
INLET
RIM=4943.31
INV
OUT
(18"
SW)=4936.70
DEPTH=6.61
18'' RCP
37.74 LF
@ 2.00%
PROPOSED
GRADE
EXISTING GRADE
18"
MIN.
STA=120+13.46
INV=4929.56
8" SANITARY CROSSING
STA=120+25.78
TOP=4934.75
8" WATER CROSSING
100 yr HGL
4932.80
(N)
4943.36
4935.76
(S)
4932.80
(SW)
4920
4925
4930
4935
4940
4945
4950
4920
4925
4930
4935
4940
4945
4950
129+00 130+00 131+00 131+50
PROPOSED GRADE
EXISTING GRADE
STA=130+31.00
INLET
C5A
10'
CDOT
TYPE
R
INLET
TBC=4944.07
INV
OUT
(18"
SE)=4937.55
DEPTH=6.51
18'' RCP
5.99 LF
@ 1.00%
18'' RCP
22.00 LF
@ 1.00%
STA=130+00.00
INLET
C5.1
15'
TYPE
16
COMBO
INLET
TBC=4944.06
INV
OUT
(18"
NW)=4937.71
DEPTH=6.35
STA=118+74.39
(STORM
C)
STA=130+23.50
STORM
C5
SDMH
C5
7'Ø
FLAT
TOP
MH
RIM=4943.87
INV
IN
(48"
NE)=4934.99
INV
IN
(18"
NW)=4937.49
INV
IN
(18"
SE)=4937.49
INV
OUT
(54"
SW)=4934.49
DEPTH=9.37
100 yr HGL
4925
4930
4935
4940
4945
4950
4955
4925
4930
4935
4940
4945
4950
4955
139+00 140+00 141+00 142+00
18"
MIN.
30''RCP
56.25 LF
@ 0.50%
STA=140+59.82
INLET
C6.1
6'
DOUBLE
TYPE
16
COMBO
INLET
TBC=4946.07
INV
IN
(24"
NE)=4937.98
INV
OUT
(30"
NW)=4937.48
DEPTH=8.59
24'' RCP
31.94 LF
@ 0.50%
STA=140+91.75
INLET
C6.2
15'
TYPE
16
COMBO
INLET
TBC=4945.99
INV
OUT
(24"
SW)=4938.14
DEPTH=7.86
STA=120+15.50
(STORM
C)
STA=140+00.00
STORM
C6
SDMH
C6
8'Ø
MH
RIM=4945.69
INV
IN
(48"
NE)=4935.70
INV
IN
(30"
SE)=4937.20
INV
OUT
(48"
SW)=4935.70
DEPTH=9.99
PROPOSED GRADE
EXISTING GRADE
STA=140+81.08
TOP=4936.34
8" WATER CROSSING
STA=140+67.14
INV=4931.83
8" SANITARY CROSSING
HGL
100 yr HGL
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
KEYMAP
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN C3 120+00.00 120+39.24
50 5
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN C5 130+00.00 130+31.00
50 5
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN C6 140+00.00 140+91.75
50 5
SD09
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
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
R
( IN FEET )
1 inch = ft.
050 50
50
100 150
4936.53
4943.43
37.10 LF
2.08%
37.10 LF
2.08%
AB 12.18.17 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY NORTHERN ENGINEERING
MATT E. LOCKWOOD, PLS
PLS.0038316
DATED: 10.05.17
06.30.1607.07.17
4920
4925
4930
4935
4940
4945
4950
4920
4925
4930
4935
4940
4945
4950
189+00190+00191+00192+00193+00194+00195+00196+00197+00198+00199+00200+00
18"
MIN.
18"
MIN.
STA=190+00.00
FES
D
66"
FES
INV
IN
(66"
N)=4930.99
66''RCP
189.94 LF
@ 0.40%
STA=191+89.94
SDMH
D1
8'Ø
FLAT
TOP
MH
RIM=4940.96
INV
IN
(66"
NE)=4931.75
INV
OUT
(66"
S)=4931.75
DEPTH=9.21
66''RCP
100.22 LF
@ 0.40%
STA=200+00.00
(STORM
D2)
STA=192+90.16
STORM
D
SDMH
D2
8'Ø
FLAT
TOP
MH
RIM=4941.36
INV
IN
(66"
N)=4932.15
INV
IN
(30"
E)=4932.15
INV
OUT
(66"
SW)=4932.15
DEPTH=9.21
66''RCP
119.45 LF
@ 0.40%
STA=194+09.62
SDMH
D3
8'Ø
FLAT
TOP
MH
RIM=4941.84
INV
IN
(66"
NE)=4932.63
INV
OUT
(66"
S)=4932.63
DEPTH=9.21
66''RCP
137.51 LF
@ 0.40%
STA=210+00.00
(STORM
D4)
STA=195+47.13
STORM
D
SDMH
D4
11'X10'
BOX
BASE
MH
RIM=4942.24
INV
IN
(60"
N)=4933.18
INV
IN
(36"
W)=4934.68
INV
OUT
(66"
SW)=4933.18
DEPTH=9.06
60''RCP
148.66 LF
@ 0.44%
STA=196+97.29
INLET
D5
12'
QUAD
TYPE
16
COMBO
INLET
TBC=4944.85
INV
IN
(60"
N)=4934.04
INV
OUT
(60"
S)=4933.84
DEPTH=11.01
60''RCP
123.09 LF
@ 0.44%
STA=198+21.88
INLET
D6
10'
CDOT
TYPE
R
INLET
TBC=4945.64
INV
OUT
(60"
S)=4934.58
INV
OUT
(60"
S)=4934.79
DEPTH=10.94
60'' RCP
7.12 LF
@ 0.44%
STA=230+00.00
(STORM
D7)
STA=198+29.00
STORM
D
SDMH
D7
8'Ø
FLAT
TOP
MH
RIM=4945.43
INV
IN
(18"
N)=4938.29
INV
IN
(60"
E)=4934.79
INV
OUT
(60"
S)=4934.79
DEPTH=10.64
60''RCP
53.37 LF
@ 0.40%
STA=198+82.37
SDMH
D8
8'Ø
FLAT
TOP
MH
RIM=4945.71
INV
IN
(60"
N)=4935.00
INV
OUT
(60"
W)=4935.00
DEPTH=10.71
60''RCP
241.97 LF
@ 0.40%
STA=195+80.56
TOP=4931.26
8" WATER CROSSING
STA=199+01.31
TOP=4933.02
WATER CROSSING
STA=198+92.63
INV=4931.40
SANITARY CROSSING
STA=195+60.64
INV=4926.61
18" SANITARY CROSSING
PROPOSED
GRADE
EXISTING GRADE
HGL HGL
HGL
HGL HGL
HGL HGL HGL
HGL HGL HGL
HGL HGL
HGL HGL
HGL HGL HGL HGL
100 yr HGL
CONCRETE
CUT-OFF
WALL
4931.00
4931.66
4931.64
4940.43
4931.94
4932.03
4932.00
4940.87
4932.41
4932.59
4941.39
120.82
0.31%98.22
0.31%191.09
0.35%
138.67 LF
0.39%
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
KEYMAP
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN D 190+00.00 200+00.00
50 5
MATCH
LINE
SEE
SHEET:
STA:
SD12
200+00.00
SD11
SD12
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
R
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
( IN FEET )
1 inch = ft.
050 50
50
100 150
4942.28
4933.14
4934.46
4933.12
AB 12.18.17 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY NORTHERN ENGINEERING
MATT E. LOCKWOOD, PLS
PLS.0038316
DATED: 10.05.17
06.30.1607.07.17
18"
MIN.
4915
4920
4925
4930
4935
4940
4945
4915
4920
4925
4930
4935
4940
4945
199+50 200+00 201+00 201+50
STA=192+90.16
(STORM
D)
STA=200+00.00
STORM
D2
SDMH
D2
8'Ø
FLAT
TOP
MH
RIM=4941.36
INV
IN
(66"
N)=4932.15
INV
IN
(30"
E)=4932.15
INV
OUT
(66"
SW)=4932.15
DEPTH=9.21
30'' RCP
27.58 LF
@ 0.50%
30'' RCP
28.92 LF
@ 0.50%
STA=200+61.00
INLET
D2.2
15'
TYPE
16
COMBO
INLET
TBC=4940.08
INV
OUT
(30"
W)=4932.63
DEPTH=7.44
STA=200+29.08
INLET
D2.1
12'
QUAD
TYPE
16
COMBO
INLET
TBC=4940.02
INV
IN
(30"
E)=4932.49
INV
OUT
(30"
W)=4932.29
DEPTH=7.73
PROPOSED
GRADE
EXISTING GRADE
STA=200+45.50
INV=4925.99
18" SANITARY CROSSING
STA=200+55.50
TOP=4930.82
8" WATER CROSSING
100 yr HGL
4915
4920
4925
4930
4935
4940
4945
4915
4920
4925
4930
4935
4940
4945
209+50210+00211+00212+00
18"
MIN.
PROPOSED
GRADEEXISTING GRADE
STA=195+47.13
(STORM
D)
STA=210+00.00
STORM
D4
SDMH
D4
11'X10'
BOX
BASE
MH
RIM=4942.24
INV
IN
(60"
N)=4933.18
INV
IN
(36"
W)=4934.68
INV
OUT
(66"
SW)=4933.18
DEPTH=9.06
36''RCP
62.19 LF
@ 0.42%
36'' RCP
39.97 LF
@ 0.41%
STA=211+02.16
INLET
D4.2
15'
CDOT
TYPE
R
INLET
TBC=4942.06
INV
OUT
(36"
S)=4935.30
DEPTH=6.76
STA=210+62.19
SDMH
D4.1
6'Ø
FLAT
TOP
MH
RIM=4941.94
INV
IN
(24"
S)=4936.14
INV
IN
(36"
N)=4935.14
INV
OUT
(36"
E)=4934.94
DEPTH=7.00
STA=210+92.24
TOP=4933.43
8" WATER CROSSING
STA=210+75.66
INV=4926.71
18" SANITARY CROSSING
HGL
100 yr HGL
4920
4925
4930
4935
4940
4945
4950
4920
4925
4930
4935
4940
4945
4950
229+50 230+00 231+00
18"
MIN.
STA=230+24.96
INLET
D7.1
12'
QUAD
TYPE
16
COMBO
INLET
TBC=4945.56
INV
OUT
(18"
S)=4938.41
DEPTH=7.16
18'' RCP
23.46 LF
@ 0.50%
STA=198+29.01
(STORM
D)
STA=230+00.00
STORM
D7
SDMH
D7
8'Ø
FLAT
TOP
MH
RIM=4945.43
INV
IN
(18"
N)=4938.29
INV
IN
(60"
E)=4934.79
INV
OUT
(60"
S)=4934.79
DEPTH=10.64
PROPOSED
GRADE
EXISTING GRADE
STA=230+19.91
TOP=4936.68
8" WATER
CROSSING
STA=230+09.96
INV=4931.08
8" SANITARY
CROSSING
100 yr HGL
4915
4920
4925
4930
4935
4940
4945
4915
4920
4925
4930
4935
4940
4945
219+50 220+00 221+00
STA=210+62.19
(STORM
D4)
STA=220+00.00
STORM
D4.1
SDMH
D4.1
6'Ø
FLAT
TOP
MH
RIM=4941.94
INV
IN
(24"
S)=4936.14
INV
IN
(36"
N)=4935.14
INV
OUT
(36"
E)=4934.94
DEPTH=7.00
STA=220+11.24
INLET
D4.1A
15'
CDOT
TYPE
R
INLET
TBC=4942.05
INV
OUT
(24"
N)=4936.20
DEPTH=5.85
24'' RCP
11.24 LF
@ 0.50%
PROPOSED
GRADE
EXISTING GRADE
100 yr HGL
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
KEYMAP
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN D2 200+00.00 200+61.00
50 5
STA:
SCALE:H: 1"=V: 1"=
toSTORM DRAIN D4 210+00.00 211+02.44
50 5
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN D7 230+00.00 230+24.96
50 5
SD13
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
R
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN D4.1 220+00.00 220+11.24
50 5
( IN FEET )
1 inch = ft.
050 50
50
100 150
4936.24
4935.22
4935.90
4940.87
4932.00
4932.03
4931.94
4932.50
4932.22
4932.58
12.9 LF
2.64%
4942.02
4935.90
4934.97
4934.74
12.9 LF
2.64%
41.9 LF
0.60%
67.81 LF
0.41%
4934.97
4934.74
4942.02
4933.14
4934.46
4933.12
4942.28
4940.19
4940.19
27.59 LF
1.30%
27.60 LF
0.69%
27.60 LF 0.69%
27.59 LF 1.30%
4942.29
4942.12
41.90 LF 0.60%
67.81 LF
0.41%
AB 12.18.17 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY NORTHERN ENGINEERING
MATT E. LOCKWOOD, PLS
PLS.0038316
DATED: 10.05.17
06.30.1607.07.17
4920
4925
4930
4935
4940
4945
4950
4920
4925
4930
4935
4940
4945
4950
239+50 240+00 241+00 242+00 243+00 244+00 245+00 246+00 247+00 248+00 249+00
PROPOSED
GRADE
EXISTING
GRADE
STA=241+80.69
INLET
E1
6'
DOUBLE
TYPE
16
COMBO
INLET
SEE
NOTE
IN
PLAN
VIEW
ABOVE
TBC=4939.72
INV
IN
(60"
E)=4929.70
INV
OUT
(60"
W)=4929.70
DEPTH=10.02
60'' RCP
29.27 LF
@ 0.40%
STA=242+13.04
INLET
E2
9'
TRIPLE
TYPE
16
COMBO
INLET
TBC=4940.12
INV
IN
(60"
E)=4929.82
INV
OUT
(60"
W)=4929.82
DEPTH=10.30
60''RCP
445.60 LF
@ 0.40%
STA=240+00.00
(STORM
E3)
STA=246+60.14
STORM
E
SDMH
E3
8'X8'
BOX
BASE
MH
SEE
NOTE
IN
PLAN
VIEW
ABOVE
RIM=4939.55
INV
IN
(60"
N)=4931.60
INV
IN
(30"
E)=4931.60
INV
OUT
(60"
W)=4931.60
DEPTH=8.45
STA=248+12.56
INLET
E5
12'
QUAD
TYPE
16
COMBO
INLET
TBC=4940.16
INV
IN
(54"
N)=4932.19
INV
OUT
(54"
S)=4932.19
DEPTH=7.97
STA=247+79.73
INLET
E4
9'
TRIPLE
TYPE
16
COMBO
INLET
TBC=4940.16
INV
IN
(54"
N)=4932.07
INV
OUT
(60"
S)=4932.07
DEPTH=8.09
60''RCP
179.19 LF
@ 0.40%
60''RCP
118.08 LF
@ 0.40%
54'' RCP
29.83 LF
@ 0.40%
STA=240+00.00
FES
E
60"
FES
INV
IN
(60"
E)=4928.98
54''RCP
216.17 LF
@ 0.48%
18"
MIN.
18"
MIN.
STA=248+06.14
TOP=4930.15
8"
WATER
CROSSINGSTA=242+07.47
TOP=4927.74
8" WATER CROSSING
STA=241+95.63
INV=4923.70
18" SANITARY CROSSING
STA=247+96.14
INV=4927.79
8" SANITARY CROSSING
HGL HGL HGL HGL
HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL
HGL HGL
HGL HGL
100 yr HGL
CONCRETE
CUT-OFF
WALL
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
KEYMAP
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN E 240+00.00 249+00.00
50 5
MATCH
LINE
SEE
SHEET:
STA:
SD15
249+00.00
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
R
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
( IN FEET )
1 inch = ft.
050 50
50
100 150
220.16 LF
0.40%
29.1 LF
0.48%
119.0 LF
0.42%448.30 LF
0.38%
28.2 LF
0.39%
180.40LF 0.40%
4928.83
4939.25
4929.56
4929.56
4940.12
4929.72
4929.67
4939.48
4931.43
4931.43
4931.43
4940.11
4931.93
4931.93
4940.29
4932.07
4932.07
448.30 LF
0.38%
119.0 LF
0.42%
29.1 LF
0.48%
180.40 LF
0.40%
RIM
28.20 LF
0.39%
AB 12.18.17 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY NORTHERN ENGINEERING
MATT E. LOCKWOOD, PLS
PLS.0038316
DATED: 10.05.17
06.30.1607.07.17
4920
4925
4930
4935
4940
4945
4950
4920
4925
4930
4935
4940
4945
4950
249+00250+00251+00252+00253+00254+00255+00256+00257+00258+00
18"
MIN.
STA=256+34.77
SDMH
E14
8'Ø
FLAT
TOP
MH
RIM=4946.32
INV
IN
(36"
N)=4938.49
INV
OUT
(36"
W)=4938.29
DEPTH=8.03
STA=255+58.89
INLET
E12
18'
TYPE
16
COMBO
INLET
TBC=4945.89
INV
IN
(36"
N)=4937.65
INV
OUT
(42"
S)=4937.15
DEPTH=8.74
STA=254+56.89
SDMH
E11
8'Ø
FLAT
TOP
MH
RIM=4944.87
INV
IN
(42"
N)=4936.43
INV
OUT
(42"
S)=4936.43
DEPTH=8.44
STA=254+26.15
INLET
E10
12'
QUAD
TYPE
16
COMBO
INLET
TBC=4944.57
INV
IN
(42"
N)=4936.22
INV
OUT
(42"
S)=4936.22
DEPTH=8.36
STA=253+15.65
INLET
E9
15'
TYPE
16
COMBO
INLET
TBC=4942.96
INV
IN
(42"
N)=4935.57
INV
OUT
(42"
S)=4935.57
DEPTH=7.39
STA=252+83.73
INLET
E8
12'
QUAD
TYPE
13
COMBO
INLET
TBC=4942.89
INV
IN
(42"
N)=4935.41
INV
OUT
(54"
S)=4934.41
DEPTH=8.48
STA=250+31.73
INLET
E6
12'
QUAD
TYPE
16
COMBO
INLET
TBC=4942.03
INV
IN
(54"
N)=4933.23
INV
OUT
(54"
S)=4933.23
DEPTH=8.80
STA=250+64.56
INLET
E7
12'
QUAD
TYPE
16
COMBO
INLET
TBC=4942.03
INV
IN
(54"
N)=4933.37
INV
OUT
(54"
S)=4933.37
DEPTH=8.66
54''RCP
216.17 LF
@ 0.48%
54'' RCP
29.83 LF
@ 0.48%
54''RCP
216.17 LF
@ 0.48%
42'' RCP
28.92 LF
@ 0.56%
42''RCP107.50 LF
@ 0.60%
42''RCP29.24 LF@0.72%
42''RCP100.50 LF@0.72%
36'' RCP
14.00 LF
@ 0.72%
36''RCP
60.38 LF
@ 0.56%
STA=250+00.00
(STORM
E13)
STA=255+74.39
STORM
E
SDMH
E13
8'Ø
FLAT
TOP
MH
RIM=4945.94
INV
IN
(36"
E)=4937.95
INV
IN
(24"
N)=4938.95
INV
OUT
(36"
S)=4937.75
DEPTH=8.19
36''RCP
271.96 LF
@ 0.40%
18"
MIN.
18"
MIN.
STA=250+58.15
TOP=4931.33
8" WATER CROSSING
STA=253+10.15
TOP=4933.67
8" WATER CROSSING
STA=256+54.77
TOP=4936.74
8" WATER CROSSING
STA=253+00.15
INV=4929.74
8" SANITARY CROSSING STA=250+48.18
INV=4928.50
8" SANITARY CROSSING
STA=256+44.77
INV=4931.67
8" SANITARY CROSSING
HGL HGL HGL HGL
HGL HGL
HGL HGL
HGL HGL HGL HGL HGL
HGL HGL HGL
100 yr HGL
EXISTING
GRADE
PROPOSED
GRADE
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
KEYMAP
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN E 249+00.00 258+00.00
50 5
MATCH
LINE
SEE
SHEET:
STA:
SD16
258+00.00
MATCH
LINE
SEE
SHEET:
STA:
SD14
249+00.00
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
R
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
( IN FEET )
1 inch = ft.
050 50
50
100 150
4946.24
4938.49
4938.39
4945.71
4937.97
4938.93
4937.91
4937.68
4937.15
274.72 LF
0.48%65.43 LF
0.64%104.58 LF
0.61%28.5 LF
0.74%111.65 LF
0.56%
220.35 LF
0.53%220.16 LF
0.40%
4942.04
4933.11
4933.11
4942.16
4933.25
4933.25
4942.81
4935.31
4934.43
4943.11
4935.57
4935.55
4944.81
4936.27
4936.19
4944.24
4936.51
4934.48
4945.87
274.72 LF 0.48%
104.58 LF 0.61%
63.43 LF
0.64%
28.5 LF
0.74%
111.65 LF 0.56%
28.09 LF
0.86%
28.09 LF
0.86%
220.35 LF 0.53%220.16 LF 0.40%
29.10 LF
0.48%
13.74 LF
1.67%
13.74 LF
1.67%29.10 LF
0.48%
AB 12.18.17 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY NORTHERN ENGINEERING
MATT E. LOCKWOOD, PLS
PLS.0038316
DATED: 10.05.17
06.30.1607.07.17
4925
4930
4935
4940
4945
4950
4955
4925
4930
4935
4940
4945
4950
4955
258+00259+00260+00261+00261+50
STA=259+06.73
SDMH
E15
8'Ø
FLAT
TOP
MH
RIM=4948.35
INV
IN
(30"
E)=4940.08
INV
OUT
(36"
S)=4939.58
DEPTH=8.78
30''RCP
126.61 LF
@ 0.40%
36''RCP
271.96 LF
@ 0.40%
STA=260+00.00
(STORM
E16)
STA=260+33.34
STORM
E
SDMH
E16
6'Ø
FLAT
TOP
MH
RIM=4947.56
INV
IN
(30"
N)=4940.78
INV
IN
(30"
S)=4940.78
INV
OUT
(30"
W)=4940.58
DEPTH=6.98
30'' RCP
24.96 LF
@ 0.40%
STA=260+59.80
INLET
E17
15'
TYPE
16
COMBO
INLET
TBC=4947.75
INV
OUT
(30"
S)=4940.88
DEPTH=6.86
18"
MIN.
PROPOSED
GRADE
EXISTING GRADE
STA=260+43.38
INV=4935.06
8" SANITARY
CROSSING
STA=260+53.38
TOP=4939.07
8" WATER CROSSING
HGL HGL HGL HGL
100 yr HGL
4920
4925
4930
4935
4940
4945
4950
4920
4925
4930
4935
4940
4945
4950
239+50 240+00 241+00 242+00 243+00 244+00 245+00 245+50
24'' RCP
48.00 LF
@ 0.40%
18"
MIN.
STA=244+47.34
TOP=4932.32
12" WATER CROSSING
PROPOSED
GRADE
EXISTING GRADE
STA=246+60.14
(STORM
E)
STA=240+00.00
STORM
E3
SDMH
E3
8'X8'
BOX
BASE
MH
RIM=4939.55
INV
IN
(60"
N)=4931.60
INV
IN
(30"
E)=4931.60
INV
OUT
(60"
W)=4931.60
DEPTH=8.45
30''RCP
215.25 LF
@ 0.40%
STA=242+15.25
SDMH
E3.1
4'Ø
MH
RIM=4942.10
INV
IN
(30"
E)=4932.66
INV
OUT
(30"
W)=4932.46
DEPTH=9.64
30''RCP
213.25 LF
@ 0.40%
STA=244+30.00
INLET
E3.2
12'
QUAD
TYPE
16
COMBO
INLET
TBC=4939.89
INV
IN
(24"
E)=4934.01
INV
OUT
(30"
W)=4933.51
DEPTH=6.38
STA=244+81.00
INLET
E3.3
9'
TRIPLE
TYPE
16
COMBO
INLET
TBC=4939.89
INV
OUT
(24"
W)=4934.21
DEPTH=5.68
3'
COVER
MIN.HGL HGL HGL HGL HGL HGL HGL HGL HGL
100 yr HGL
8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W
21''SS 21''SS 21''SS 21''SS 21''SS 21''SS
12''W
12''W
12''W
12''W
12''W
21''SS 21''SS 21''SS 21''SS 21''SS
21''SS 21''SS
8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS
21''SS
21''SS
16''SS
16''SS
16''SS
16''SS
16''SS
16''SS
16''SS
240+00 241+00 242+00 243+00 244+00
LOT 7 LOT 8 LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1 LOT 8
BLOCK 32
DELOZIER
ROAD
CRUSADER STREET
(B)
3' STEEL SIDEWALK CHASE
RIM OF MANHOLE EQUALS
FLOWLINE OF CHASE.
GRATE TO BE CENTERED
IN SIDEWALK CHASE
SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS
280.26 LF 8"PVC @ 0.43%292.05 LF 8"PVC @ 0.43%
SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS 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
ST
ST
ST
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
KEYMAP
STA:
SCALE:H: 1"=V: 1"=
toSTORM DRAIN E 258+00.00 260+59.80
50 5
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
R
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
MATCH
LINE
SEE
SHEET:
STA:
SD15
258+00.00
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN E3 240+00.00 244+81.00
50 5
( IN FEET )
1 inch = ft.
050 50
50
100 150
4939.95
4934.17
47.1 LF
0.63%
4939.91
4933.82
213.64 LF
0.40%
4933.51
4941.78
4932.43
4932.28
4939.48
4931.43
4931.43
4931.43
4940.88
4947.62
4940.63
4940.73
4940.44
4948.25
4939.90
4939.80
129.74 LF
0.42%274.72 LF
0.48%
4947.81
47.1 LF
0.63%213.64 LF
274.72 LF
0.48%
129.74 LF
0.42%
23.74 LF
1.05%
23.74 LF
1.05%
216.96 LF
0.50%
216.96 LF
0.50%
AB 12.18.17 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY NORTHERN ENGINEERING
MATT E. LOCKWOOD, PLS
PLS.0038316
DATED: 10.05.17
06.30.1607.07.17
4930
4935
4940
4945
4950
4955
4960
4930
4935
4940
4945
4950
4955
4960
259+00 260+00 261+00
PROPOSED
GRADE
EXISTING GRADE
30'' RCP
5.46 LF
@ 1.00%
STA=260+33.34
(STORM
E)
STA=260+00.00
STORM
E16
SDMH
E16
6'Ø
FLAT
TOP
MH
RIM=4947.56
INV
IN
(30"
N)=4940.78
INV
IN
(30"
S)=4940.78
INV
OUT
(30"
W)=4940.58
DEPTH=6.98
STA=260+05.46
INLET
E16.1
15'
CDOT
TYPE
R
INLET
RIM=4947.82
INV
OUT
(30"
N)=4940.84
DEPTH=6.98
100 yr HGL
4925
4930
4935
4940
4945
4950
4955
4925
4930
4935
4940
4945
4950
4955
249+00250+00251+00
24'' RCP
34.70 LF
@ 1.00%
EXISTING GRADE
PROPOSED
GRADE
18"
MIN.
STA=255+74.37
(STORM
E)
STA=250+00.00
STORM
E13
SDMH
E13
8'Ø
FLAT
TOP
MH
RIM=4945.94
INV
IN
(36"
E)=4937.95
INV
IN
(24"
N)=4938.95
INV
OUT
(36"
S)=4937.75
DEPTH=8.19
STA=250+36.20
INLET
E13.1
21'
TYPE
16
COMBO
INLET
RIM=4945.95
INV
OUT
(24"
S)=4939.30
DEPTH=6.65
STA=250+20.35
TOP=4937.40
8" WATER CROSSINGSTA=250+10.22
INV=4931.17
8" SANITARY CROSSING
100 yr HGL
4915
4920
4925
4930
4935
4940
4945
4915
4920
4925
4930
4935
4940
4945
269+50 270+00 271+00 272+00 272+50
STA=270+00.02
FES
G
24"
FES
INV
IN
(24"
E)=4931.29
24'' RCP
155.35 LF
@ 1.50%
STA=271+55.37
SDMH
G1
4'Ø
FLAT
TOP
MH
RIM=4939.93
INV
IN
(24"
N)=4933.82
INV
OUT
(24"
W)=4933.62
DEPTH=6.31
24'' RCP
16.42 LF
@ 1.50%
STA=280+00.00
(STORM
G2)
STA=271+71.79
STORM
G
SDMH
G2
4'Ø
FLAT
TOP
MH
RIM=4939.89
INV
IN
(24"
E)=4934.27
INV
IN
(18"
W)=4934.77
INV
OUT
(24"
S)=4934.07
DEPTH=5.82
24'' RCP
24.06 LF
@ 1.50%
STA=271+95.86
INLET
G3
12'
TYPE
16
COMBO
INLET
TBC=4940.10
INV
OUT
(24"
W)=4934.63
DEPTH=5.46
18"
MIN.
PROPOSED
GRADE
EXISTING GRADE
STA=271+80.36
INV=4925.49
18" SANITARY STORM
STA=271+90.36
TOP=4932.80
8" WATER CROSSING
HGL HGL HGL
100 yr HGL
CONCRETE
CUT-OFF
WALL
4931.21
4933.71
4933.52
4934.57
4934.63
4934.00
4935.00
154.39
14.81
1.96%
4940.08
4940.01
4940.14
4915
4920
4925
4930
4935
4940
4945
4915
4920
4925
4930
4935
4940
4945
279+00280+00281+00
STA=271+71.79
(STORM
G)
STA=280+00.00
STORM
G2
SDMH
G2
4'Ø
FLAT
TOP
MH
RIM=4939.89
INV
IN
(24"
E)=4934.27
INV
IN
(18"
W)=4934.77
INV
OUT
(24"
S)=4934.07
DEPTH=5.82
18'' RCP
6.35 LF
@ 2.00%
STA=280+07.86
INLET
G2.1
5'
CDOT
TYPE
R
INLET
TBC=4940.02
INV
OUT
(18"
E)=4934.90
DEPTH=5.13
PROPOSED
GRADE
EXISTING GRADE
100 yr HGL
4934.57
4934.63
4934.00
4934.78
6.40
2.34%
4940.17
4940.01
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
KEYMAP
STA:
SCALE:H: 1"=V: 1"=
toSTORM DRAIN E16 260+00.00 260+05.46
50 5
SD17
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
R
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
STA:
SCALE:H: 1"=V: 1"=
toSTORM DRAIN E13 250+00.00 250+36.20
50 5
STA:
SCALE:H: 1"=V: 1"=
toSTORM DRAIN G 270+00.00 271+95.84
50 5
STA:
SCALE:H: 1"=V: 1"=
toSTORM DRAIN G2 280+00.00 280+07.86
50 5
SD17
( IN FEET )
1 inch = ft.
050 50
50
100 150
4939.29
4945.71
4937.97
4938.93
4937.91
4940.63
4940.73
4940.44
4941.17
4947.61
4946.05
35.01
1.03%
35.01
1.03%
4947.81
7.08
6.21%
321.44 LF
2.01%
7.08 6.21%
AB 12.18.17 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY NORTHERN ENGINEERING
MATT E. LOCKWOOD, PLS
PLS.0038316
DATED: 10.05.17
06.30.1607.07.17
4915
4920
4925
4930
4935
4940
4945
4950
4955
4915
4920
4925
4930
4935
4940
4945
4950
4955
289+50290+00291+00292+00293+00294+00295+00296+00297+00298+00
STA=290+00.00
FES
PO
18"
FES
INV
IN
(18"
N)=4932.56
18'' RCP
295.72 LF
@ 0.21%
STA=292+95.72
SDMH
PO1
4'Ø
FLAT
TOP
MH
RIM=4937.31
INV
IN
(18"
N)=4933.17
INV
OUT
(18"
S)=4933.17
DEPTH=4.14
18'' RCP
330.20 LF
@ 0.20%
STA=296+25.92
SDMH
PO2
4'Ø
FLAT
TOP
MH
RIM=4939.92
INV
IN
(18"
N)=4933.83
INV
OUT
(18"
S)=4933.83
DEPTH=6.08
18'' RCP
303.89 LF
@ 0.34%
CITY OF FORT COLLINS 100-YR WATER
SURFACE ELEVATION = 4935.81
CALCULATED 180 CFS WATER
SURFACE ELEVATION = 4933.08
CONCRETE PAD TO BE
FLUSH w/ EXISTING
SURFACE IN DITCH
CONCRETE PAD w/
CUTOFF WALLS
(H:2.5'-S, 4.9'-N
W:3' L:23')
SEE NOTE 17
EXISTING
GROUND
LAKE
CANAL
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
KEYMAP
STA:
SCALE: H: 1"=V: 1"=
toPOND OUTFALL 290+00.00 298+00.00
50 5
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
R
MATCH
LINE
SEE
SHEET:
STA:
SD19
298+00.00
SD18
SD19
( IN FEET )
1 inch = ft.
050 50
50
100 150
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
17. CONCRETE PAD TO BE DESIGNED TO SUPPORT H-20 LOADING.
4933.80
4933.81
4939.40
4933.08
4933.10
4937.89
4932.49
296.0 LF
0.20%
330.00 LF
0.21%
303.00 LF
0.30%
0.21%
330.00 296.0 LF
0.20%
303.00 LF
0.30%
AB 02.20.18 Record Drawings JEP
06.30.1607.07.17
4910
4915
4920
4925
4930
4935
4940
4945
4950
4910
4915
4920
4925
4930
4935
4940
4945
4950
298+00299+00300+00301+00302+00303+00303+50
18''RCP 303.89 LF @ 0.34%
STA=299+29.81
SDMH
PO03
4'Ø
FLAT
TOP
MH
RIM=4940.08
INV
IN
(15"
W)=4934.86
INV
OUT
(18"
S)=4934.86
DEPTH=5.21
PROPOSED
GROUND
EXISTING
GROUND
STA=299+19.81
INV=4924.66
12"
SANITARY
CROSSING
STA=299+00.00
TOP=4931.91
16"
WATER
CROSSING
15''PIP145.56LF@7.22%
18''RCP 123.62 LF @ 1.01%
STA=302+11.11
HEADWALL
PO05
CONCRETE
PAN
W/HEADWALL
REFER
TO
SHEET
OG03
FOR
DETAIL
RIM=4932.00
INV
OUT
(18"
SE)=4928.50
DEPTH=0.00
STA=300+75.36
INV=4923.00
BOTTOM FLOOR
OF VAULT
STA=300+87.70
INV=4932.33
TOP OF VAULT
STA=300+80.87
INV=4937.00
TOP OF HATCH
STA=300+75.36
INV=4932.33
TOP OF VAULT
STA=300+87.70
INV=4923.00
BOTTOM FLOOR
OF VAULT
STA=300+87.64
PUMP
VAULT
PO04
(IN)
11'X19'X8.5'
CONCRETE
VAULT
RIM=4928.96
INV
IN
(18"
NW)=4927.25
CONSTRUCTION OF THIS LINE
TO BE COORDINATED W/PUMP
INSTALLER
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
KEYMAP
STA:
SCALE: H: 1"=V: 1"=
toPOND OUTFALL 298+00.00 302+13.80
50 5
MATCH
LINE
SEE
SHEET:
STA:
SD18
298+00.00
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
R
SD18
SD19
( IN FEET )
1 inch = ft.
050 50
50
100 150
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
17. CONCRETE PAD TO BE DESIGNED TO SUPPORT H-20 LOADING.
1 07.07.17 Pond Revisions JEP
4928.35
4934.70
4934.70
4939.90
AB 02.20.18 Record Drawings JEP
0.30%303.00
4922.95
4922.95
4937.25
4927.28
06.30.1607.07.17
8''SS
8''SS
8''SS
8''SS
12''SS
12''SS
12''SS
12''SS
12''SS
12''SS
12''SS
12''SS
12''SS 12''SS 12''SS 12''SS 12''SS
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
6''W 6''W 6''W
8''W
8''W
8''W
8''W
(UNPLATTED)
300+00 301+00 302+00 303+00
304+00
305+00
306+00 307+00 308+00
309+00
310+00
CRUSADER STREET
(B)LOT 25
LOT 24
LOT 17
LOT 18
LOT 19
LOT 20
LOT 23
LOT 22
LOT 21
TRACT D
TRACT C
TRACT
E
BLOCK 3
PRIVATE DRIVE
CRUSADER
STREET
PRIVATE
DRIVE
TIGERCAT
WAY
SANITARY LINE 1-4
SEE SHEET SS06
IRRIGATION LINE
SEE SHEET SD21
STORM DRAIN A3
SEE SHEET SD02
30'
20'
4915
4920
4925
4930
4935
4940
4945
4950
4915
4920
4925
4930
4935
4940
4945
4950
299+50 300+00 301+00 302+00 303+00 304+00 305+00 306+00 307+00 308+00 309+00 310+00 310+50
STA=300+00.00
SDMH
FPO-5
4'Ø
MH
RIM=4943.53
INV
IN
(24"
E)=4926.45
DEPTH=17.07
24''RCP 329.27 LF @ 0.20%24''RCP 241.13 LF @ 0.20%
STA=303+29.27
SDMH
FPO-4
4'Ø
MH
RIM=4946.34
INV
IN
(24"
E)=4927.11
INV
OUT
(24"
W)=4927.11
DEPTH=19.23
STA=305+70.40
SDMH
FPO-3
4'Ø
MH
RIM=4942.51
INV
IN
(24"
E)=4927.59
INV
OUT
(24"
W)=4927.59
DEPTH=14.91
24''RCP 204.00 LF @ 0.20%
STA=308+79.65
SDMH
FPO-1
4'Ø
MH
RIM=4941.62
INV
IN
(24"
NE)=4928.21
INV
OUT
(24"
W)=4928.21
DEPTH=13.41
24''RCP 143.49 LF @ 0.20%
STA=310+23.14
FPO
POND
OUTLET
STRUCTURE
INV
OUT
(24"
SW)=4928.50
STA=307+74.40
SDMH
FPO-2
4'Ø
MH
RIM=4941.12
INV
IN
(24"
E)=4928.00
INV
OUT
(24"
W)=4928.00
DEPTH=13.12
24''RCP 105.25 LF @ 0.20%
PROPOSED
GRADE
EXISTING
GROUNDSTA=300+17.62
INV=4935.88
18" IRRIGATION CROSSING STA=305+60.27
TOP=4937.04
8" WATER CROSSING
STA=308+09.76
TOP=4935.96
8" WATER CROSSING
STA=309+01.03
INV=4925.65
12" SANITARY CROSSING
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
KEYMAP
STA:
SCALE: H: 1"=V: 1"=
toFUTURE POND OUTLET 300+00.00 309+98.12
50 5
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
R
LEGEND:
NOTES:
1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY
AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE
LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL
UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION.
REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION.
2. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER
THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING
LENGTH INCLUDES FLARED END SECTIONS.
4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR
HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS
SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER
ASTM F477 / D3212 FOR PLASTIC PIPE).
5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.).
7. SEE DETAILS FOR RIPRAP PAD SIZING.
8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE.
9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS.
12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES.
13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS.
14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE IN PAVED AREAS.
15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL.
16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE
APPROVED LANDSCAPE PLAN.
S
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING OVER-HEAD ELECTRIC
PROPOSED FIBER OPTIC
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED FIRE HYDRANT
PROPOSED RESIDETIAL SERVICE
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING WATER MAIN
PROPOSED WATER MAIN W 8"
SS SSSS 8"
4900
4900
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED WATER LINE LOWERING
( IN FEET )
1 inch = ft.
050 50
50
100 150
SD20
1 07.07.17 Pond Revisions JEP
4926.79
4926.79
4946.22
4928.35
0.36%143.24
4927.84
4927.84
4941.84
0.20%107.460.48%203.14
4927.62
4927.62
4940.92
0.20%241.130.37%327.38
4926.79
4926.79
4946.22
4925.57
4943.22
0.37%327.38
0.20%
241.13
0.48%203.14
0.20%
107.46
0.36%
143.24
AB 02.20.18 Record Drawings JEP
06.30.1607.07.17
LOT 19 LOT 18LOT 20
LOT 2LOT 1
BLOCK 25
18''SS
18''SS
18''SS
18''SS
18''SS
18''SS
18''SS
18''SS
18''SS
18''SS
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
8''W
CHASE CL
4940.05
CHASE CL
4940.27
CHASE CL
4940.08
CHASE CL
4940.13
ALLEY B
LOT 2
LOT 15LOT 1314
9 LOT 10 LOT 1
LOT 16
LOT 11
LOT 12
BLOCK 24
BLOCK 14
CHASE CL
4947.14
CHASE CL
4947.50
CHASE CL
4947.17
CHASE CL
4947.24
ALLEY A
QUINBY
STREET
#
THESE PLANS ARE AN INSTRUMENT OF
SERVICE AND ARE THE PROPERTY OF
GALLOWAY, AND MAY NOT BE DUPLICATED,
DISCLOSED, OR REPRODUCED WITHOUT
THE WRITTEN CONSENT OF THE
ARCHITECT. COPYRIGHTS AND
INFRINGEMENTS WILL BE ENFORCED AND
PROSECUTED.
3760 E. 15th Street, Suite 202
Loveland, CO 80538
970.800.3300 O
www.gallowayUS.com
C 2015. Galloway & Company, Inc. All Rights Reserved
SHEET TITLE:
Date:
Drawn By:
Project No:
Checked By:
HFHLV0001.01
12.05.16
EAST RIDGE HOLDINGS
4801 Goodman Rd.
Timnath, CO 80547
970.674.1109
KEYMAP
( IN FEET )
1 inch = ft.
020 20
20
40 60
AB 02.20.18 Record Drawings JEP
DASSAULT STREET AND ALLEY B SIDEWALK CHASEB
QUINBY STREET AND ALLEY A SIDEWALK CHASEA
06.30.1607.07.17
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.
12/15 Page 1
This checklist is to be completed during construction and included with the Overall Site and Drainage Certification.
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.
I. Compaction
A. YES All berms and embankments meet the compaction requirements as specified in the project geotechnical report or comply with the City’s
standard, which is “soils should be compacted within a moisture content range of 2% below to 2% above optimum moisture content and
compacted to 95% of the Maximum Standard Proctor Density (ASTM D698).” Compaction requires verification during construction. Provide
testing log from contractor/engineer. See attached compaction test results from Soilogic
II. Storm Drain Pipe Installation Requirements
A. YES The pipe trenches have been compacted in accordance with Section 02225-3.07.A.1. of the Fort Collins Development Construction
Standards (e.g., the trenches in the roadways are to be 95% of maximum density and all other areas are to be at 90%, both in accordance with
ASTM D698). See attached compaction test results from Soilogic
III. Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3
A. YES The riprap bedding is a granular bedding of the gradation and thickness indicated on the approved construction plans.
B. YES A filter fabric was installed instead of granular bedding and is the material shown on the approved construction plans or was an
approved equal. Provide documentation for an approved equal.
C. YES The riprap is the gradation shown on the approved construction plans with a D50 of
D. YES The riprap thickness is as shown on the approved construction plans and extends to the horizontal limits shown.
E. YES The riprap is buried to the depth indicated on the approved construction plans. (A minimum of 6 inches of soil is required.)
IV. Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7
A. N/A All fabric was installed per manufacturer’s specifications.
V. Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12
A. YES All cut-off walls have been installed in accordance with the approved construction plans. (Cut-off walls are required for irrigation ditch
crossings of storm drain pipes and at the end of flared end sections.)
DURING CONSTRUCTION INSPECTION CHECKLIST
To be completed by Construction Superintendent
12/15 Page 2
Permeable Interlocking Concrete Pavers
Item/Activity Yes No N/A Documentation/Submittal Requirements
Excavation
Post-excavation infiltration rates are consistent with design
infiltration capacity (for “full or partial infiltration” designs)
X
Impermeable Liner
Impermeable liner meets design specifications X
Impermeable liner attached to concrete perimeter wall X
Impermeable liner is not exposed X
Any penetrations of the impermeable liner have been sealed
and checked for water-tightness.
X
Concrete Cut-Off Wall
Meets specifications for: X
- Dimensions X
- Reinforcement X
- Footings X
Underdrain System
Underdrain pipe is per design specifications X
At least one cleanout is provided per underdrain lateral X
Cleanout pipe is not perforated X
Cleanout covers are installed and watertight X
Underdrain is NOT wrapped in geotextile fabric X
Underdrain orifice plate installed at outlet structure X
Underdrain integrity tested after backfilling using TV and/or
water test
X
Aggregate
Base coarse (e.g., #2/4) has 90% fractured faces X
Bedding coarse (e.g., #89) is thoroughly washed X
Sub-base materials are installed and compacted according to
manufacturer’s specifications
X
Protection During Construction
PICP area is protected from construction site sediment,
including runoff from the upstream catchment and
construction equipment traffic
X
Close Out
Upstream catchment is stabilized prior to diverting runoff
into PICP system
X
12/15 Page 3
Bioretention Cells
Item/Activity Yes No N/A Documentation/Submittal Requirements
Excavation
Heavy equipment did not travel over bioretention cell during
excavation
X
Bottom of cell was “ripped” after excavation X Photograph before/after “ripping”
Bottom of cell is flat and level X Photograph attached
Excavated area is protected/surrounded by sediment/runoff
control BMPs during construction
X Photograph attached
Inlet
Overflow inlet elevation is set above bioretention media per
plan (typically 12 inches)
X
Overflow inlet invert elevation is at least 3 inches below
containment wall/berm (to direct overflow into inlet)
X Measure/record distance between inlet and top of
containment wall/berm
Upstream catchment drains to inlet X
Forebay
Forebay is installed according to design specifications X
Forebay has flat, concrete bottom X
Outlet Structure/Overflow
Outlet structure/overflow elevation is confirmed X Measure/record distance from overflow to top of media
filter
Impermeable Liner
Impermeable liner meets design specifications X
Impermeable liner attached to concrete perimeter wall X
Impermeable liner is not exposed X
Underdrain System
Underdrain pipe is per design specifications X Photograph Attached
At least one cleanout is provided per underdrain lateral X Photograph Attached
Cleanout pipe is not perforated X Photograph Attached
Cleanout covers are installed and watertight X
Underdrain is NOT wrapped in geotextile fabric X
Underdrain orifice plate installed at outlet structure X
Underdrain integrity tested after backfilling using TV and/or
water test
X Water tested
12/15 Page 5
12/15 Page 6
12/15 Page 7
12/15 Page 8
12/15 Page 9
12/15 Page
10
12/15 Page
11
12/15 Page
12
12/15 Page
13
12/15 Page
14
12/15 Page
15
12/15 Page
16
12/15 Page
17
12/15 Page
18
No
r
t
h
W
e
s
t
No
r
t
h
E
a
s
t
So
u
t
h
W
e
s
t
So
u
t
h
E
a
s
t