HomeMy WebLinkAboutSite Certifications - 02/04/20225265 Ronald Reagan Blvd., Suite 210
Johnstown, CO 80534
970.800.3300 • GallowayUS.com
December 27, 2021
Wes Lamarque
Water Utilities Engineering
City of Fort Collins
222 Laporte Avenue
Fort Collins, CO 80524
RE: Timbervine Second Filing Drainage Certification
Dear Wes,
Please find this letter to accompany the Overall Site and Drainage Certification for the Timbervine
Second Filing project, originally issued March 24, 2017. A punch walk was performed on November
2nd, 2018 to observe the completion of items identified within the certification checklist. Present at the
punch walk were representatives from the City, the Owner, and the Owner’s Engineer. A punch list of
outstanding items needing to be addressed for completion of the Certification was issued by the
Engineer on November 12, 2018.
I personally have reviewed the original Certification and walked the project site on December 27, 2021
to verify that those outstanding items have been addressed. Please find below responses to those
items as outlined within the punch list and a brief description of how those were addressed.
Item 1 - Existing side yard swale: re-grade to drain from sidewalk chase to existing riprap. Revegetate
and provide temporary sediment and erosion control within the re-graded swale until the new
vegetation has matured. A primary concern will be minor rill and gulley erosion within the re-graded
swale during irrigation season (i.e., local homeowners water their lawns).
Response: The swale has been regraded to establish positive drainage from the sidewalk
chase to the existing riprap at the swale to the east. A concrete pan has been installed along
the swale. Vegetation has been properly established within and along the re-graded swale.
Temporary erosion control measures have been removed given presence of established
vegetation.
Item 2 - Existing side yard swale: re-grade to drain from sidewalk chase to existing riprap. Revegetate
and provide temporary sediment and erosion control within the re-graded swale until the new
vegetation has matured. A primary concern will be minor rill and gulley erosion within the re-graded
swale during irrigation season (i.e., local homeowners water their lawns).
Response: The swale has been regraded to establish positive drainage from the sidewalk
chase to the existing riprap at the swale to the east. A concrete pan has been installed along
the swale. Vegetation has been properly established within and along the re-graded swale.
Temporary erosion control measures have been removed given presence of established
vegetation.
Item 3 - Existing side yard swale: re-grade to drain from sidewalk chase to existing riprap. Revegetate
and provide temporary sediment and erosion control within the re-graded swale until the new
vegetation has matured. A primary concern will be minor rill and gulley erosion within the re-graded
swale during irrigation season (i.e., local homeowners water their lawns).
Response: The swale has been regraded to establish positive drainage from the sidewalk
chase to the existing swale to the south. A concrete pan has been installed along the swale.
Vegetation has been properly established within and along the re-graded swale. Temporary
erosion control measures have been removed given presence of established vegetation.
Wes Lamarque
2/4/2022
Timbervine Second Filing Drainage Certification
December 27, 2021
Galloway & Company, Inc. Page 2 of 2
Item 4 - Existing Modular Block Pavers (MBPs): the existing sections along the centerlines of Pilsner
Street and Pale Ale Street have settled. These sections need to raised to grade and reinstalled. It is
recommended that the contractor performing this work be certified by the Interlocking Concrete Paver
Institute (ICPI).
Response: Modular Block Paver sections have been re-graded and re-installed to address
settlement along Pilsner Street and Pale Ale Street.
Item 5 - Existing MBPs: the existing sections along Sour Street, Shandy Street and Pint Street were
cleaned/reset/etc. and accepted by the City of Fort Collins. Wes and I walked the pavers along Shandy
Street and Pint Street. These pavers require additional filler material (i.e. No. 8 stone) between the
pavers.
Response: Fill stone has been installed between pavers as needed in areas mentioned at
Shandy and Pint Streets.
Thank you for your review of this Overall Site and Drainage Certification. Should you have any
questions, please do not hesitate to contact me 970.800.3300.
Sincerely,
GALLOWAY
Donald B. Cecil, P.E.
Senior Civil Project Engineer
970.800.3300
DonaldCecil@GallowayUS.com
1
Wes Lamarque
From:Herman Feissner <HermanFeissner@gallowayus.com>
Sent:Monday, November 12, 2018 11:52 AM
To:Wes Lamarque
Cc:Patrick McMeekin; Rob Van Uffelen; James Prelog
Subject:SPHLV01.01 - Timbervine | November 2nd, 2018 Site Visit Follow-Up
Attachments:SPHLV01.01_Site Visit_Exhibit.pdf
Hello Patrick and Wes,
Thank you meeting on-site November 2nd, 2018 to observe and discuss the condition of several existing storm drain
improvements.
Included with this message is a document illustrating the specific areas we observed and discussed. The numbers shown
below match the numbers shown on sheets G1, G2 and G3.
1 – Existing side yard swale: re-grade to drain from sidewalk chase to existing riprap. Revegetate and provide temporary
sediment and erosion control within the re-graded swale until the new vegetation has matured. A primary concern will be
minor rill and gulley erosion within the re-graded swale during irrigation season (i.e., local homeowners water their lawns).
2 – Existing side yard swale: re-grade to drain from sidewalk chase to existing riprap. Revegetate and provide temporary
sediment and erosion control within the re-graded swale until the new vegetation has matured. A primary concern will be
minor rill and gulley erosion within the re-graded swale during irrigation season (i.e., local homeowners water their lawns).
3 – Existing side yard swale: re-grade to drain from sidewalk chase to existing riprap. Revegetate and provide temporary
sediment and erosion control within the re-graded swale until the new vegetation has matured. A primary concern will be
minor rill and gulley erosion within the re-graded swale during irrigation season (i.e., local homeowners water their lawns).
4 – Existing Modular Block Pavers (MBPs): the existing sections along the centerlines of Pilsner Street and Pale Ale
Street have settled. These sections need to raised to grade and reinstalled. It is recommended that the contractor
performing this work be certified by the Interlocking Concrete Paver Institute (ICPI).
5 – Existing MBPs: the existing sections along Sour Street, Shandy Street and Pint Street were cleaned/reset/etc. and
accepted by the City of Fort Collins. Wes and I walked the pavers along Shandy Street and Pint Street. These pavers
require additional filler material (i.e. No. 8 stone) between the pavers.
This list covers the areas we discussed during the site visit. Once the improvements mentioned above are complete and
accepted, I understand the City of Fort Collins will approve the Overall Site and Drainage Certification and support
transfer of the improvements to the local Homeowners Association or similar entity.
Please reply to this message stating that you agree with the above list or with corrections and/or additions.
Galloway
Herman Feissner, PE
SR. CIVIL PROJECT ENGINEER
5265 Ronald Reagan Blvd., Suite 210
Johnstown, CO 80534
O 970.800.3300
HermanFeissner@GallowayUS.com GallowayUS.com
COLORADO | CALIFORNIA | UTAH Nationally Recognized. Locally Preferred.
March 24th, 2017
Wes Lamarque
City of Fort Collins Stormwater Utility
222 Laporte Avenue
Fort Collins, Colorado 80524
RE: Timbervine Second Filing Drainage Certification
Wes,
This letter accompanies the Overall Site and Drainage Certification (see attached). Some sections of this
document require additional explanation. Those sections are referenced below.
I.Water Quality and Quantity Detention Basin Certification - FCSCM Vol.2, Ch.10
A.Volume- N/A
B.Water Quality and Quantity Detention Basin Grading: The grades are ±1.5%, which
is consistent with the approved Utility Plans (dated: 09/2015).
1.Low Flow: The engineer did not observe the soft bottom pan installation.
2.Side Slopes: N/A
3.Spillway Certification: The observed obstructions are minimal and include a
few small caliper diameter trees.
4.Outlet Structure Certification: The orifice plate is installed ±0.61’ above the
pipe invert. The approved design shows an orifice pale 061’ above the pipe
invert.
II.Channels/Swales - FCSCM Vol.1, Ch.7, Sect.3&4
A.Capacity:
1. The swales were approved with flatter longitudinal slopes (e.g., 0.30%).
III.Storm Pipes (aka storm drains) - FCSCM Vol.1, Ch.6, Sec. 4
A.Storm Drain Pipe Capacity:
1. The engineer was not present during the installation to verify ALL storm
drain pipe sizes and materials. A reasonable effort was made to confirm
material types and pipe sizes where visible (e.g., at an FES).
2. The storm drain design was approved with flatter slopes (i.e., 0.20%).
B.Storm Drain Pipe Installation Requirements: The responses in this
section are N/A. The engineer was not present during the storm drain
installation to reasonably answer this section for ALL storm drain
installed with this project.
IV.Concrete Pans - FCSCM Vol.1, Ch.7, Sec.4.1.3.4
A.Construction/Installation:
4. The engineer did not observe the concrete pan construction to
confirm the reinforcement.
V.Storm Drain Inlets - FCSCM Vol.1, Ch.6, Sec. 3
A.Construction/Installation: N/A
Revised December 27, 2021 - See Revisions in Red
5. The inlet sizes are not labeled on the drawing; however, each was checked in the
field and confirmed to be the correct size.
6. The Inlet covers are stenciled with “NO DUMPING DRAINS TO RIVERS”
VI.Culverts - FCSCM Vol.2, Ch.9
A.Construction/Installation: N/A
VII.Sub-Drains
A.Construction/Installation: The engineer was not present during construction to verify the
sub-drain construction an installation. This applies for items 1 through 6 of this section.
VIII.Curb Cuts
A.Construction: N/A
IX.Sidewalk Culverts & Chases
A.Construction/Installation: N/A
X.Site Grading
A.Construction:
1. Grading activity of some common areas, which are associated with the current
phase of development, is on-going. The grading in these areas should not affect the
drainage infrastructure.
2. Acknowledged. The majority of the lots in Phases 1 and 4 should have lot plans.
Phases 2 and 3, are in the process of being overlot graded.
XI.Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3
A.Construction: N/A
XII.Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7
A.Construction: N/A
XIII.Post-Construction Site Cleanup - FCSCM Vol.3, Ch.7
A.Construction: At the time of observation, construction of the townhomes and
single-family homes is on-going; therefore, construction debris may occasionally be
present and is routinely cleaned-up.
XIV.Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12
XV.Certification of LID and Water Quality Facilities - FCSCM Vol.3, Ch.4
See attached Contractor Portion
XVI.Certification and Erosion Control Measures
Construction activity is on-going. The temporary erosion control measures are the
responsibly of the SWMP Administrator.
Grading activities were observed as complete on 12.27.2021. Grades are in general conformance with the grading plan.
Temporary measures have been removed from the site as observed on 2021.12.27
Grading activities were observed as complete on 12.27.2021. Grades are in
general conformance with the grading plan.
YES (2021.12.27)
YES (2021.12.27)
YES (2021.12.27)
Donald B. Cecil, P.E.
donaldcecil@gallowayus.com
970.800.3300
Galloway & Company, Inc.
5265 Ronald Reagan Blvd., Suite 210
Johnstown, CO 80534
5265 Ronald Reagan Blvd., Ste 210
Johnstown, CO 80534
5013
PROPOSED CONTOUR 93
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED PAN
EXISTING CONTOUR
PROPOSED CURB AND GUTTER
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION
PROPOSED SLOPES
PROPOSED STORM INLET
2.0%
(47.42)
EXISTING SPOT ELEVATION
PROPOSED LOT LINE
PROPOSED CONCRETE
CROSS PAN (TYP.)
PROPOSED RIGHT OF WAY LOT TYPE
PERMEABLE PAVER
KEYMAP
E. VINE DR.
S.
TIM
BERLINE
RD.
TIMBERVINE
#
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:
SPHLV0001.01
09/11/2015
TIMBERVINE HOLDINGS,
LLC.
4801 GOODMAN RD.
TIMNATH, CO 80547
MATCHLINE-SEE SHEET G2 MATCHLINE-SEE SHEET G3
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. THE CONTRACTOR SHALL
BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY
LOCATION.
2.REFER TO THE PLAT FOR LOT, TRACT, EASEMENTS AND OTHER SURVEY INFORMATION.
3.ELEVATIONS SHOWN HAVE BEEN ABBREVIATED. THE ENTIRE ELEVATION IS THE ELEVATION SHOWN PLUS 4800 OR 4900 FEET (96.97 =
4896.97 AND OR 00.71 = 4900.71).
4.CONTOURS SHOWN OUTSIDE OF STREET R.O.W. ARE OVERLOT CONTOURS. CONTOURS SHOWN WITHIN THE STREET R.O.W. ARE
FINISHED GRADE.
5.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE LOT CORNERS, OVERLOT OR FINISHED GRADE FOR
LANDSCAPE AREAS.
6.SEE DETAIL SHEETS FOR LOT TEMPLATES.
7.4:1 MAX TIE TO EXISTING SURFACE AT END OF PHASE IF REQUIRED.
8.WALLS SHOWN FOR GRADING PURPOSES ONLY, TO BE STRUCTURALLY DESIGNED BY OTHERS IF NECESSARY.
9.SEE SECTION 3.4.1 OF LANDUSE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE.
10. ALL DISTURBED AREAS SHALL BE REVEGITATED PER THE APPROVED LANDSCAPE PLAN.
11. FHA GRADING SHOWN FOR REFERENCE ONLY. LOT SPECIFIC PLOT PLANS TO BE SUBMITTED TO THE CITY FOR APPROVAL ONCE
INDIVIDUAL FOOTPRINTS ARE DETERMINED.
32.50 @ 0.45%
20.3 LF @ 0.50%
REPRESENTS RECORD SURVEY DATA
PROVIDED BY STEWART AND ASSOCIATES
DATED: AUGUST 31, 2016
3 08/31/2016 Record Drawings JEP
23.8 LF @ 0.97%
35.12
34.92 19.7 LF @ 1.02%
36.33
36.56
33.84
33.57
40.3 LF @ 0.67%
.46%
0.46%
0.40%
KEYMAP
E. VINE DR.
S.
TIM
BERLINE
RD.
TIMBERVINE
#
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:
SPHLV0001.01
09/11/2015
TIMBERVINE HOLDINGS,
LLC.
4801 GOODMAN RD.
TIMNATH, CO 80547
MATCHLINE-SEE SHEET G1
MATCHLINE-SEE
SHEET
G3
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:
5013
PROPOSED CONTOUR 93
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED PAN
EXISTING CONTOUR
PROPOSED CURB AND GUTTER
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION
PROPOSED SLOPES
PROPOSED STORM INLET
2.0%
(47.42)
EXISTING SPOT ELEVATION
PROPOSED LOT LINE
PROPOSED CONCRETE
CROSS PAN (TYP.)
PROPOSED RIGHT OF WAY
LOT TYPE
PERMEABLE PAVER
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.
THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE)
PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATION.
2.REFER TO THE PLAT FOR LOT, TRACT, EASEMENTS AND OTHER SURVEY INFORMATION.
3.ELEVATIONS SHOWN HAVE BEEN ABBREVIATED. THE ENTIRE ELEVATION IS THE ELEVATION SHOWN
PLUS 4800 OR 4900 FEET (96.97 = 4896.97 AND OR 00.71 = 4900.71).
4.CONTOURS SHOWN OUTSIDE OF STREET R.O.W. ARE OVERLOT CONTOURS. CONTOURS SHOWN
WITHIN THE STREET R.O.W. ARE FINISHED GRADE.
5.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE LOT CORNERS,
OVERLOT OR FINISHED GRADE FOR LANDSCAPE AREAS.
6.SEE DETAIL SHEETS FOR LOT TEMPLATES.
7.4:1 MAX TIE TO EXISTING SURFACE AT END OF PHASE IF REQUIRED.
8.WALLS SHOWN FOR GRADING PURPOSES ONLY, TO BE STRUCTURALLY DESIGNED BY OTHERS IF
NECESSARY.
9.SEE SECTION 3.4.1 OF LANDUSE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER
ZONE.
10. ALL DISTURBED AREAS SHALL BE REVEGITATED PER THE APPROVED LANDSCAPE PLAN.
11. FHA GRADING SHOWN FOR REFERENCE ONLY. LOT SPECIFIC PLOT PLANS TO BE SUBMITTED TO THE
CITY FOR APPROVAL ONCE INDIVIDUAL FOOTPRINTS ARE DETERMINED.
NOTES:
32.70
32.57
1.33%
0.50%
4 03/24/2017 Record Drawings JEP
0.90%
±50' WIDE SPILLWAY
CREST ELEV.=4932.8
18.31 LF @ 0.70%
32.50 @ 0.45%
20 LF @ 0.50%
REPRESENTS RECORD SURVEY DATA
PROVIDED BY STEWART AND ASSOCIATES
DATED: AUGUST 31, 2016
REPRESENTS RECORD SURVEY DATA
PROVIDED BY STEWART AND ASSOCIATES
DATED: MARCH 2017
KEYMAP
E. VINE DR.
S.
TIM
BERLINE
RD.
TIMBERVINE
#
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:
SPHLV0001.01
09/11/2015
TIMBERVINE HOLDINGS,
LLC.
4801 GOODMAN RD.
TIMNATH, CO 80547
MATCHLINE-SEE
SHEET
G2
MATCHLINE-SEE SHEET G1
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:
5013
PROPOSED CONTOUR 93
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED PAN
EXISTING CONTOUR
PROPOSED CURB AND GUTTER
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION
PROPOSED SLOPES
PROPOSED STORM INLET
2.0%
(47.42)
EXISTING SPOT ELEVATION
PROPOSED LOT LINE
PROPOSED CONCRETE
CROSS PAN (TYP.)
PROPOSED RIGHT OF WAY
LOT TYPE
PERMEABLE PAVER
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.
THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE)
PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATION.
2.REFER TO THE PLAT FOR LOT, TRACT, EASEMENTS AND OTHER SURVEY INFORMATION.
3.ELEVATIONS SHOWN HAVE BEEN ABBREVIATED. THE ENTIRE ELEVATION IS THE ELEVATION SHOWN
PLUS 4800 OR 4900 FEET (96.97 = 4896.97 AND OR 00.71 = 4900.71).
4.CONTOURS SHOWN OUTSIDE OF STREET R.O.W. ARE OVERLOT CONTOURS. CONTOURS SHOWN
WITHIN THE STREET R.O.W. ARE FINISHED GRADE.
5.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE LOT CORNERS,
OVERLOT OR FINISHED GRADE FOR LANDSCAPE AREAS.
6.SEE DETAIL SHEETS FOR LOT TEMPLATES.
7.4:1 MAX TIE TO EXISTING SURFACE AT END OF PHASE IF REQUIRED.
8.WALLS SHOWN FOR GRADING PURPOSES ONLY, TO BE STRUCTURALLY DESIGNED BY OTHERS IF
NECESSARY.
9.SEE SECTION 3.4.1 OF LANDUSE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER
ZONE.
10. ALL DISTURBED AREAS SHALL BE REVEGITATED PER THE APPROVED LANDSCAPE PLAN.
11. FHA GRADING SHOWN FOR REFERENCE ONLY. LOT SPECIFIC PLOT PLANS TO BE SUBMITTED TO THE
CITY FOR APPROVAL ONCE INDIVIDUAL FOOTPRINTS ARE DETERMINED.
NOTES:
1 04/12/2016 Record Drawings JEP
30.81
31.9 LF @ 3.80%
26.6 LF @ 0.41%
32.50
32.61
32.50
REPRESENTS RECORD SURVEY DATA
PROVIDED BY STEWART AND ASSOCIATES
DATED: MARCH 29, 2016
3 08/31/2016 Record Drawings JEP
32.50 @ 0.45%
20 LF @ 0.50%
REPRESENTS RECORD SURVEY DATA
PROVIDED BY STEWART AND ASSOCIATES
DATED: AUGUST 31, 2016
32.02
0.32%
0.22%
4 03/24/2017 Record Drawings JEP
TYP.
REPRESENTS RECORD SURVEY DATA
PROVIDED BY STEWART AND ASSOCIATES
DATED: MARCH 2017
#
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:
SPHLV0001.01
09/11/2015
TIMBERVINE HOLDINGS,
LLC.
4801 GOODMAN RD.
TIMNATH, CO 80547
LAKE CANAL RESERVOIR COMPANY
APPROVAL
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
KEYMAP
E. VINE DR.
S.
TIM
BERLINE
RD.
TIMBERVINE
G4
LEGEND:
5013
PROPOSED CONTOUR 93
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED PAN
EXISTING CONTOUR
PROPOSED CURB AND GUTTER
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION
PROPOSED SLOPES
PROPOSED STORM INLET
2.0%
(47.42)
EXISTING SPOT ELEVATION
PROPOSED LOT LINE
PROPOSED CONCRETE
CROSS PAN (TYP.)
PROPOSED RIGHT OF WAY
LOT TYPE
PERMEABLE PAVER
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.
THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE)
PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATION.
2.REFER TO THE PLAT FOR LOT, TRACT, EASEMENTS AND OTHER SURVEY INFORMATION.
3.ELEVATIONS SHOWN HAVE BEEN ABBREVIATED. THE ENTIRE ELEVATION IS THE ELEVATION SHOWN
PLUS 4800 OR 4900 FEET (96.97 = 4896.97 AND OR 00.71 = 4900.71).
4.CONTOURS SHOWN OUTSIDE OF STREET R.O.W. ARE OVERLOT CONTOURS. CONTOURS SHOWN
WITHIN THE STREET R.O.W. ARE FINISHED GRADE.
5.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE LOT CORNERS,
OVERLOT OR FINISHED GRADE FOR LANDSCAPE AREAS.
6.SEE DETAIL SHEETS FOR LOT TEMPLATES.
7.4:1 MAX TIE TO EXISTING SURFACE AT END OF PHASE IF REQUIRED.
8.WALLS SHOWN FOR GRADING PURPOSES ONLY, TO BE STRUCTURALLY DESIGNED BY OTHERS IF
NECESSARY.
9.SEE SECTION 3.4.1 OF LANDUSE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER
ZONE.
10. ALL DISTURBED AREAS SHALL BE REVEGITATED PER THE APPROVED LANDSCAPE PLAN.
11. FHA GRADING SHOWN FOR REFERENCE ONLY. LOT SPECIFIC PLOT PLANS TO BE SUBMITTED TO THE
CITY FOR APPROVAL ONCE INDIVIDUAL FOOTPRINTS ARE DETERMINED.
NOTES:
4 03/24/2017 Record Drawings JEP
TYP.
TYP.
REPRESENTS RECORD SURVEY DATA
PROVIDED BY STEWART AND ASSOCIATES
DATED: MARCH 2017
Galloway Job Name:Timbervine
3760 E. 15th Street, Suite 202 Job Number:SPHLV0001.01
Loveland, CO 80538 Date:3/13/2017
Ph: (970) 800-3300 By:J. Prelog
Timbervine
Detention Pond Volume Calculations: FAA Procedure
Based on FAA Procedure, per Federal Aviation Agency "Airport Drainage" Manual
Drainage Basin A
Design Storm 100 year
Composite "C" Factor 0.59
Basin Size 24.68
Release Rate Calculations
Allowable Release Rate for Pond 8.70 cfs
Rainfall Intensity Calculations
Point Hour Rainfall (P1) :2.86
Rainfall Intensity:FortCollinsIDF
Volume Calculations
Inflow Volume = C * I * A * time (sec)
Outflow Volume = Alowable Release Rate * time (sec)
Storage Volume = Invflow Volume - Outflow Volume
Time
t
(min)
Time
t
(sec)
Intensity
I
(in/hr)
Inflow
Vin
(ft3)
Outflow
Vout
(ft3)
Storage
Vstor
(ft3)
5.0 300 9.95 43,307 2,610 40,697
10.0 600 7.72 67,201 5,220 61,981
15.0 900 6.52 85,133 7,830 77,303
20.0 1,200 5.85 101,905 10,440 91,465
25.0 1,500 5.19 112,873 13,050 99,823
30.0 1,800 4.52 118,038 15,660 102,378
35.0 2,100 4.25 129,450 18,270 111,180
40.0 2,400 3.97 138,309 20,880 117,429
45.0 2,700 3.70 144,761 23,490 121,271
50.0 3,000 3.42 148,803 26,100 122,703
55.0 3,300 3.14 150,438 28,710 121,728
60.0 3,600 2.86 149,375 31,320 118,055
Maximum Volume (ft3)122,703
Fort Collins Only (120%) 24,541
Required 100-yr Volume 147,244 ft3
Detention Storage Calculations
8214_Rational Calculations.xlsx FAA-100-yr (A)Page 1 of 1
Project:Timbervine
Project Location:Fort Collins, Colorado Date: 3/13/2017
Calculations By:H. Feissner
Pond Description:Detention Pond A
User Input Cell:Blue Text
Design Point:FES B3
Design Storm:WQCV
Required Volume:3100 ft3 4929.02 ft
Design Storm:10-year
Required Volume:0 ft3 4928.00 ft
Design Storm:1st 100-year
Required Volume:145964 ft3 4932.68 ft
Contour
Elevation
Contour
Area Depth Incremental
Volume
Cummulative
Volume
Incremental
Volume
Cummulative
Volume
Cummulative
Volume
ft ft2 ft ft3 ft3 ft3 ft3 ac-ft
4927.94 0 0.0 0 0 0 0
4928.00 0 0.1 0 0 0 0 0.0
4929.00 8364 1.0 4182 4182 2788 2788 0.1
4930.00 19591 1.0 13977 18159 13585 16373 0.4
4931.00 39580 1.0 29586 47745 29006 45379 1.0
4932.00 65147 1.0 52364 100109 51836 97215 2.2
4933.00 78282 1.0 71714 171823 71614 168829 3.9
Detention Pond A
Stage-Storage Calculations (As-Built)
Required Volume Water Surface Elevation
Average End Area Method:Conic Volume Method:
1st 100-year
4927
4928
4929
4930
4931
4932
4933
4934
0 20000 40000 60000 80000 100000 120000 140000 160000 180000
Contour
Elevation,
ft
Cummulative Volume, ft3
Stage - Storage | Detention Pond
Galloway Job Name:
3760 E. 15th Street, Suite 202 Job Number:
Loveland, CO 80538 Date:
Ph: (970) 800-3300 By:
Timbervine
Detention Pond Volume Calculations: FAA Procedure
Based on FAA Procedure, per Federal Aviation Agency "Airport Drainage" Manual
Drainage Basin B
Design Storm 100 year
Composite "C" Factor 0.59
Basin Size 14.51
Release Rate Calculations
Allowable Release Rate for Pond 7.84 cfs
Rainfall Intensity Calculations
Point Hour Rainfall (P1) :2.86
Rainfall Intensity:FortCollinsIDF
Volume Calculations
Inflow Volume = C * I * A * time (sec)+Vout (Pond A)
Outflow Volume = Alowable Release Rate * time (sec)
Storage Volume = Invflow Volume - Outflow Volume
Time
t
(min)
Time
t
(sec)
Intensity
I
(in/hr)
Inflow
Vin
(ft3)
Outflow
Vout
(ft3)
Storage
Vstor
(ft3)
5.0 300 9.95 28,267 2,352 25,915
10.0 600 7.72 45,034 4,704 40,330
15.0 900 6.52 58,268 7,056 51,212
20.0 1,200 5.85 70,814 9,408 61,406
25.0 1,500 5.19 79,922 11,760 68,162
30.0 1,800 4.52 85,592 14,112 71,480
35.0 2,100 4.25 94,963 16,464 78,499
40.0 2,400 3.97 102,822 18,816 84,006
45.0 2,700 3.70 109,254 21,168 88,086
50.0 3,000 3.42 114,259 23,520 90,739
55.0 3,300 3.14 117,838 25,872 91,966
60.0 3,600 2.86 119,818 28,224 91,594
Maximum Volume (ft3)91,966
Fort Collins Only (120%)18,393
100%WQCV 32,409 ft3
Required 100-yr Volume +100%WQCV 142,768 ft3
Detention Storage Calculations
8214_Rational Calculations.xlsx FAA-100-yr (B)Page 1 of 2
Project:Timbervine
Project Location:Fort Collins, Colorado Date: 3/13/2017
Calculations By:H. Feissner
Pond Description:Detention Pond B
User Input Cell:Blue Text
Design Point:POND B OUTLET STRUCTURE
Design Storm:WQCV
Required Volume:29309 ft3 4929.02 ft
Design Storm:10-year
Required Volume:0 ft3 4927.00 ft
Design Storm:1st 100-year
Required Volume:142768 ft3 147243 4932.14 ft
Contour
Elevation
Contour
Area Depth Incremental
Volume
Cummulative
Volume
Incremental
Volume
Cummulative
Volume
Cummulative
Volume
ft ft2 ft ft3 ft3 ft3 ft3 ac-ft
4926.94 0 0.0 0 0 0 0
4927.00 0 0.1 0 0 0 0 0.0
4928.00 18339 1.0 9170 9170 6113 6113 0.1
4929.00 26881 1.0 22610 31780 22475 28588 0.7
4930.00 33012 1.0 29947 61727 29894 58482 1.3
4931.00 38645 1.0 35829 97555 35792 94274 2.2
4932.00 44723 1.0 41684 139239 41647 135921 3.1
4933.00 51537 1.0 48130 187370 48090 184011 4.2
Detention Pond B
Stage-Storage Calculations (As-Built)
Required Volume Water Surface Elevation
Average End Area Method:Conic Volume Method:
1st 100-year
4926
4927
4928
4929
4930
4931
4932
4933
4934
0 20000 40000 60000 80000 100000 120000 140000 160000 180000 200000
Contour
Elevation,
ft
Cummulative Volume, ft3
Stage - Storage | Detention Pond
Project:Timbervine
Project Location:Fort Collins, Colorado Date: 3/13/2017
Calculations By:H. Feissner
Pond Description:Detention Ponds A & B (Combined)
User Input Cell:Blue Text
Design Point:POND B OUTLET STRUCTURE
Design Storm:WQCV
Required Volume:32409 ft3 4929.00 ft
Design Storm:10-year
Required Volume:0 ft3 4927.00 ft
Design Storm:1st 100-year
Required Volume:290012 ft3 4932.46 ft
Contour
Elevation
Contour
Area Depth Incremental
Volume
Cummulative
Volume
Incremental
Volume
Cummulative
Volume
Cummulative
Volume
ft ft2 ft ft3 ft3 ft3 ft3 ac-ft
4926.94 0 0.0 0 0 0 0
4927.00 0 0.1 0 0 0 0 0.0
4928.00 18339 1.0 9170 9170 6113 6113 0.1
4929.00 35245 1.0 26792 35962 26336 32449 0.7
4930.00 52603 1.0 43924 79886 43635 76085 1.7
4931.00 78226 1.0 65414 145300 64992 141077 3.2
4932.00 109871 1.0 94048 239348 93601 234678 5.4
4933.00 129819 1.0 119845 359193 119706 354384 8.1
Detention Ponds A and B | Combined
Stage-Storage Calculations (As-Built)
Required Volume Water Surface Elevation
Average End Area Method:Conic Volume Method:
1st 100-year
4926
4927
4928
4929
4930
4931
4932
4933
4934
0 50000 100000 150000 200000 250000 300000 350000 400000
Contour
Elevation,
ft
Cummulative Volume, ft3
Stage - Storage | Detention Pond
Galloway Job Name:Timbervine
3760 E. 15th Street, Suite 202 Job Number:SPHLV0001.01
Loveland, CO 80538 Date:3/13/2017
Ph: (970) 800-3300 By:J. Prelog
ORIFICE PLATE AT OUTLET PIPE WORKSHEET
Orifice Plate using Headwater above opening and
Q=cA(2gH)^.5 C= 0.65 QMAJOR allowable release rate:7.84 cfs
Summary of Available Pipe Releases 100-yr Water Surface Elev:4932.46 ft
Pipe Dia Area Head H Q Inv Elev at Outlet Struct:4926.94 ft
Outfall Pipe at centroid avail out Outlet Pipe at Structure:24 in
(in)(sf)(ft)(cfs)
12 0.79 5.02 9.17
15 1.23 4.90 14.16
18 1.77 4.77 20.12
24 3.14 4.52 34.82
30 4.91 4.27 52.88
36 7.07 4.02 73.89
Q=cA(2gH)^.5 C=0.65
Iteration process
Q 7.84 cfs
c 0.65
Hhead 4.52 ft
Needed Area 0.71 sf
Using Area- determine
Ao 0.71 sf
Apipe 3.14 sf
theta 4.06 rad
Ao-calc'd 0.71 sf
m -0.44 ft distance above(+) or below(-) center
H 0.56 ft Height above pipe invert
úû
ùêë
é ÷ø
öçè
æ÷ø
öçè
æ+úû
ùêë
é ÷ø
öçè
æ -=2cos*2sin2
2 qq
p
qp rrAApipeo
÷ø
öçè
æ=2cosqrm
mrH+=
8214_Rational Calculations.xlsx Major Orifice Page 1 of 1
#
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:
SPHLV0001.01
09/11/2015
TIMBERVINE HOLDINGS,
LLC.
4801 GOODMAN RD.
TIMNATH, CO 80547
SOFT BOTTOM PAN
ORIFICE PLATE DETAIL
PERMEABLE PAVER OUTFALL
INTERLOCKING CONCRETE PAVER CROSS SECTION
BIORETENTION / BIOSWALE CROSS SECTION
1
2
3
4
CLAY CUTOFF WALL5
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
4926.80
4929.10
4930.10
4932.95
2.30
4.00
4.00
1.00
1-1/2
6
1
(FT)
(FT)
(FT)
(IN)
(FT)
4926.94
4929.26
4930.21
4 03/24/2017 Record Drawings JEP
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.035
Channel Slope 0.46 %
Left Side Slope 4.00 ft/ft (H:V)
Right Side Slope 4.00 ft/ft (H:V)
Bottom Width 4.00 ft
Discharge 3.06 ft³/s
Results
Normal Depth 0.41 ft
Flow Area 2.31 ft²
Wetted Perimeter 7.37 ft
Hydraulic Radius 0.31 ft
Top Width 7.27 ft
Critical Depth 0.24 ft
Critical Slope 0.03082 ft/ft
Velocity 1.33 ft/s
Velocity Head 0.03 ft
Specific Energy 0.44 ft
Froude Number 0.42
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.41 ft
Critical Depth 0.24 ft
Channel Slope 0.46 %
Design Point 3 Swale_AB
3/13/2017 5:04:19 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Design Point 3 Swale_AB
GVF Output Data
Critical Slope 0.03082 ft/ft
3/13/2017 5:04:19 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.035
Channel Slope 0.23 %
Left Side Slope 4.00 ft/ft (H:V)
Right Side Slope 4.00 ft/ft (H:V)
Bottom Width 4.00 ft
Discharge 25.78 ft³/s
Results
Normal Depth 1.42 ft
Flow Area 13.82 ft²
Wetted Perimeter 15.75 ft
Hydraulic Radius 0.88 ft
Top Width 15.40 ft
Critical Depth 0.83 ft
Critical Slope 0.02210 ft/ft
Velocity 1.87 ft/s
Velocity Head 0.05 ft
Specific Energy 1.48 ft
Froude Number 0.35
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.42 ft
Critical Depth 0.83 ft
Channel Slope 0.23 %
Design Point 5 Swale_AB
3/13/2017 5:03:54 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Design Point 5 Swale_AB
GVF Output Data
Critical Slope 0.02210 ft/ft
3/13/2017 5:03:54 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.035
Channel Slope 0.30 %
Left Side Slope 4.00 ft/ft (H:V)
Right Side Slope 4.00 ft/ft (H:V)
Bottom Width 4.00 ft
Discharge 31.17 ft³/s
Results
Normal Depth 1.46 ft
Flow Area 14.41 ft²
Wetted Perimeter 16.06 ft
Hydraulic Radius 0.90 ft
Top Width 15.70 ft
Critical Depth 0.91 ft
Critical Slope 0.02151 ft/ft
Velocity 2.16 ft/s
Velocity Head 0.07 ft
Specific Energy 1.54 ft
Froude Number 0.40
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.46 ft
Critical Depth 0.91 ft
Channel Slope 0.30 %
Design Point 6 Swale_AB
3/13/2017 5:03:21 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Design Point 6 Swale_AB
GVF Output Data
Critical Slope 0.02151 ft/ft
3/13/2017 5:03:21 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.035
Channel Slope 0.54 %
Left Side Slope 4.00 ft/ft (H:V)
Right Side Slope 4.00 ft/ft (H:V)
Discharge 4.21 ft³/s
Results
Normal Depth 0.80 ft
Flow Area 2.54 ft²
Wetted Perimeter 6.57 ft
Hydraulic Radius 0.39 ft
Top Width 6.38 ft
Critical Depth 0.59 ft
Critical Slope 0.02799 ft/ft
Velocity 1.66 ft/s
Velocity Head 0.04 ft
Specific Energy 0.84 ft
Froude Number 0.46
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.80 ft
Critical Depth 0.59 ft
Channel Slope 0.54 %
Critical Slope 0.02799 ft/ft
Design Point 13 Swale_AB
3/13/2017 5:01:36 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
4915
4920
4925
4930
4935
4940
4945
4915
4920
4925
4930
4935
4940
4945
9+5010+0011+0011+50
(4933.2)
4934.10
24'' RCP
16.65 LF
@ 0.20%
STA=10+16.65
INLET
A2-1
2'X2'
AREA
INLET
TBC=4933.13
INV
OUT
(24"
E)=4928.46
DEPTH=4.67
STA=11+73.36
(STORM
A)
STA=10+00.00
STORM
A2
SDMH
A2
5'Ø
FLAT
TOP
MH
RIM=4934.10
INV
IN
(18"
N)=4928.62
INV
IN
(24"
W)=4928.42
INV
OUT
(24"
S)=4928.42
DEPTH=5.67
PROPOSED
GROUND
EXISTING
GROUND
4928.69
4928.62
4928.62
4928.62
15.78 LF
@ 0.44%
4910
4915
4920
4925
4930
4935
4940
4910
4915
4920
4925
4930
4935
4940
9+0010+0011+0012+0013+0014+00
PROPOSED
GROUND
EXISTING
GROUND
100 YR HGL
(4932.6)
4928.00
(4933.0)
4933.77
(4933.2)
4933.97
(4932.8)
4934.14
(4933.1)
4934.15
(4933.3)
4933.65
PROPOSED
GROUND
EXISTING
GROUND
STA=10+00.00
FES
A
24"
FES
INV
IN
(24"
NE)=4928.01
24'' RCP
55.23 LF
@ 0.20%
STA=10+55.23
SDMH
A1
5'Ø
FLAT
TOP
MH
RIM=4934.21
INV
IN
(24"
N)=4928.19
INV
OUT
(24"
SW)=4928.12
DEPTH=6.09
24'' RCP
118.13 LF
@ 0.20%
STA=10+00.00
(STORM
A2)
STA=11+73.36
STORM
A
SDMH
A2
5'Ø
FLAT
TOP
MH
RIM=4934.10
INV
IN
(18"
N)=4928.62
INV
IN
(24"
W)=4928.42
INV
OUT
(24"
S)=4928.42
DEPTH=5.67
18'' RCP
58.66 LF
@ 0.20%
STA=12+32.02
INLET
A3
5'
CDOT
TYPE
R
INLET
TBC=4933.62
INV
IN
(18"
NW)=4928.74
INV
OUT
(18"
S)=4928.74
DEPTH=4.88
STA=12+62.50
INLET
A4
5'
CDOT
TYPE
R
INLET
TBC=4933.68
INV
IN
(18"
NW)=4928.80
INV
OUT
(18"
SE)=4928.80
DEPTH=4.88
18'' RCP
33.72 LF
@ 0.20%
STA=12+96.32
AREA
INLET
A5
2'X2'
AREA
INLET
TBC=4933.77
INV
OUT
(18"
SE)=4928.87
DEPTH=4.90
18'' RCP
30.48 LF
@ 0.21%
STA=12+55.22
TOP=4924.50
SANITARY CROSSING
STA=12+43.63
TOP=4927.10
WATER CROSSING
STA=11+21.36
INV=4925.28
SANITARY CROSSING
STA=11+07.96
TOP=4926.54
WATER CROSSING
STA=12+86.45
INV=4924.76
SANITARY CROSSING
2.9'
COV.
2.9'
COV.
18"
MIN.
18"
MIN.
32.33 LF
@ 0.12%
118.91 LF
@ 0.38%
34.98 LF
@ 0.57%
56.28 LF
@ 0.37%
54.13 LF
@ 0.09%
4928.62
4928.62
4928.62
4928.83
4928.83
4929.03
4929.03
4929.07
4928.174928.17
4928.12
#
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:
SPHLV0001.01
09/11/2015
TIMBERVINE HOLDINGS,
LLC.
4801 GOODMAN RD.
TIMNATH, CO 80547
08/31/1509.11.15
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN A2 10+00.00 10+16.65
50 5
KEYMAP
E. VINE DR.
S.
TIM
BERLINE
RD.
TIMBERVINE
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
STA:
SCALE: H: 1"=V: 1"=
toSTORM DRAIN A 10+00.00 12+96.32
50 5
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 MAY NOT BE SHAPED UNLESS OTHERWISE NOTED. REFER TO PLAN VIEW FOR SHAPED
MANHOLES.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS10 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER AND STORM.
12. SEE SHEET EX01 FOR EXISTING BOUNDARY CORNER COORDINATES.
T
S
E
SAN
WTR
GAS
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING TELEPHONE
PROPOSED ELECTRIC
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 8"
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY STEWART AND ASSOCIATES
DATED: MARCH 29, 2016
1 04/12/2016 Record Drawings JEP
4910
4915
4920
4925
4930
4935
4940
4945
4910
4915
4920
4925
4930
4935
4940
4945
9+50 10+00 11+00 12+00 12+50
100 YR
HGL
STA=10+00.00
FES
B
24"
FES
INV
IN
(24"
E)=4927.01
24'' RCP
50.92 LF
@ 0.35%
STA=10+50.95
INLET
B1
5'
CDOT
TYPE
R
INLET
TBC=4931.98
INV
IN
(24"
E)=4927.19
INV
OUT
(24"
W)=4927.19
DEPTH=4.79
STA=11+00.95
INLET
B2
5'
CDOT
TYPE
R
INLET
TBC=4931.98
INV
IN
(24"
E)=4927.37
INV
OUT
(24"
W)=4927.37
DEPTH=4.61
24'' RCP
79.87 LF
@ 0.35%
STA=11+80.82
FES
B3
24"
FES
INV
OUT
(24"
W)=4927.65
24'' RCP
50.00 LF
@ 0.36%
STA=10+62.93
TOP=4925.48
WATER CROSSING
STA=10+88.95
INV=4922.91
SANITARY CROSSING
(4932.9)
4926.96
(4932.4)
4932.06
(4932.6)
4932.49
(4932.4)
4933.06
2.5'
COV.
18"
MIN.
PROPOSED
GROUND
EXISTING
GROUND
PROPOSED
GROUND
EXISTING
GROUND
2.7'
COV.
4926.98
4927.684927.68
4927.72
4927.72 4927.94
80.25 LF
@ 0.27%
53.52 LF
@ 0.07%
48.49 LF
@ 1.44%
4910
4915
4920
4925
4930
4935
4940
4910
4915
4920
4925
4930
4935
4940
9+0010+0011+0011+50
100 YR HGL
2.0'
COV.
18"
MIN.
STA=10+35.00
TOP=4923.42
WATER CROSSING
STA=10+00.00
INLET
SO3-2
5'
CDOT
TYPE
R
INLET
TBC=4928.98
INV
OUT
(24"
W)=4925.16
DEPTH=3.82
STA=10+25.00
(STORM
SO3)
STA=10+25.00
STORM
SO3
SDMH
SO3
4'Ø
FLAT
TOP
MH
RIM=4929.95
INV
IN
(24"
N)=4925.04
INV
IN
(24"
E)=4925.04
INV
IN
(24"
W)=4925.04
INV
OUT
(24"
S)=4925.04
DEPTH=4.91
24'' RCP
25.00 LF
@ 0.50%
STA=10+50.00
INLET
SO3-1
5'
CDOT
TYPE
R
INLET
TBC=4928.98
INV
OUT
(24"
E)=4925.16
DEPTH=3.82
24'' RCP
25.00 LF
@ 0.50%
STA=10+15.91
INV=4919.88
SANITARY CROSSING
PROPOSED
GROUND
EXISTING
GROUND
(4931.1)
4928.98
(4931.7)
4928.98
4925.10
4925.10
4925.10
4925.10
4925.53
4925.50
27.48 LF
@ 1.46%
26.81 LF
@ 1.60%
#
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:
SPHLV0001.01
09/11/2015
TIMBERVINE HOLDINGS,
LLC.
4801 GOODMAN RD.
TIMNATH, CO 80547
08/31/1509.11.15
STA:
SCALE:H: 1"=V: 1"=
toSTORM DRAIN SO3 10+00.00 10+50.00
50 5
KEYMAP
E. VINE DR.
S.
TIM
BERLINE
RD.
TIMBERVINE
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
STA:
SCALE:H: 1"=V: 1"=
toSTORM DRAIN B 10+00.00 11+80.82
50 5
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 MAY NOT BE SHAPED UNLESS OTHERWISE NOTED. REFER TO PLAN VIEW FOR SHAPED
MANHOLES.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS10 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER AND STORM.
12. SEE SHEET EX01 FOR EXISTING BOUNDARY CORNER COORDINATES.
T
S
E
SAN
WTR
GAS
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING TELEPHONE
PROPOSED ELECTRIC
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 8"
1 04/12/2016 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY STEWART AND ASSOCIATES
DATED: MARCH 29, 2016
4910
4915
4920
4925
4930
4935
4940
4945
4910
4915
4920
4925
4930
4935
4940
4945
9+5010+0011+0012+0013+0014+0015+0016+0017+0018+0019+0020+0021+0021+50
18"
MIN.
100 YR HGL
2.7'
COV.
STA=10+00.00
FES
SO1
24"
FES
INV
IN
(24"
NW)=4924.67
STA=11+20.06
SDMH
SO2
4'Ø
FLAT
TOP
MH
TBC=4930.31
INV
IN
(24"
N)=4924.91
INV
OUT
(24"
SE)=4924.91
DEPTH=5.40
24'' RCP
64.08 LF
@ 0.20%
24'' RCP
372.27 LF
@ 0.20%
STA=15+56.42
SDMH
SO4
4'Ø
FLAT
TOP
MH
RIM=4932.03
INV
IN
(24"
N)=4925.78
INV
OUT
(24"
S)=4925.78
DEPTH=6.25
24'' RCP
456.36 LF
@ 0.20%
STA=20+12.78
SDMH
SO5
4'Ø
FLAT
TOP
MH
RIM=4933.08
INV
IN
(24"
W)=4926.70
INV
OUT
(24"
S)=4926.70
DEPTH=6.38
24'' RCP
90.84 LF
@ 0.20%
STA=21+03.61
POND
B
OUTLET
STRUCTURE
OUTLET
STRUCTURE
TBC=4929.13
INV
OUT
(24"
E)=4926.88
DEPTH=2.25
24'' RCP
120.06 LF
@ 0.20%
STA=10+25.00
(STORM
SO3)
STA=11+84.14
STORM
OUTLET
SDMH
SO3
4'Ø
FLAT
TOP
MH
RIM=4929.95
INV
IN
(24"
N)=4925.04
INV
IN
(24"
E)=4925.04
INV
IN
(24"
W)=4925.04
INV
OUT
(24"
S)=4925.04
DEPTH=4.91
STA=20+26.40
TOP=4924.98
WATER CROSSING
STA=11+00.68
INV=4919.65
SANITARY CROSSING
STA=10+28.25
INV=4919.09
SANITARY CROSSING
PROPOSED
GROUNDEXISTING
GROUND
(4925.0)
(4931.1)
4930.30
(4931.1)
4929.98
(4931.0)
4930.74
(4931.3)
4931.24
(4931.2)
4931.74
(4930.9)
4932.24
(4931.6)
4932.74
(4932.2)
4933.23
(4932.5)
4933.71
(4932.3)
4933.19
(4932.8)
4929.56
(4931.0)
4930.46
(4931.5)
4930.06
(4931.0)
4930.35
(4931.1)
4930.99
(4931.3)
4931.49
(4931.1)
4931.99
(4931.4)
4932.49
(4931.9)
4932.99
(4932.6)
4933.49
(4932.4)
4933.61
(4932.5)
4932.91
PROPOSED
GROUND
EXISTING
GROUND
4926.94
4926.874926.87
4926.144926.14
4925.10
4925.10
4924.714925.10
4925.10
452.77 LF
@ 0.16%
86.80 LF
@ 0.08%
62.25 LF
@ 0.39%116.24 LF
@ 0.13%
4924.864924.86
378.26 LF
@ 0.27%
#
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:
SPHLV0001.01
09/11/2015
TIMBERVINE HOLDINGS,
LLC.
4801 GOODMAN RD.
TIMNATH, CO 80547
08/31/1509.11.15
STA:
SCALE: H: 1"=V: 1"=
toSTORM OUTLET 10+00.00 21+03.61
50 5
KEYMAP
E. VINE DR.
S.
TIM
BERLINE
RD.
TIMBERVINE
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 MAY NOT BE SHAPED UNLESS OTHERWISE NOTED. REFER TO PLAN VIEW FOR SHAPED
MANHOLES.
10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS10 FOR FINAL
ELEVATIONS.
11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18"
VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER AND STORM.
12. SEE SHEET EX01 FOR EXISTING BOUNDARY CORNER COORDINATES.
T
S
E
SAN
WTR
GAS
PROPOSED STORM INLET
EASEMENT LINE
PROPOSED LOTLINE
PROPOSED RIGHT-OF-WAY
PROPERTY BOUNDARY
PROPOSED CURB & GUTTER
EXISTING GAS
EXISTING TELEPHONE
PROPOSED ELECTRIC
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 8"
1 04/12/2016 Record Drawings JEP
INV OUT (24" S)=4912.20 4912.48
REPRESENTS RECORD SURVEY DATA
PROVIDED BY STEWART AND ASSOCIATES
DATED: MARCH 29, 2016
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.013
Channel Slope 0.0008 ft/ft
Normal Depth 2.00 ft
Diameter 24 in
Discharge 6.40 ft³/s
Results
Discharge 6.40 ft³/s
Normal Depth 2.00 ft
Flow Area 3.14 ft²
Wetted Perimeter 6.28 ft
Hydraulic Radius 0.50 ft
Top Width 0.00 ft
Critical Depth 0.90 ft
Percent Full 100.0 %
Critical Slope 0.00469 ft/ft
Velocity 2.04 ft/s
Velocity Head 0.06 ft
Specific Energy 2.06 ft
Froude Number 0.00
Maximum Discharge 6.88 ft³/s
Discharge Full 6.40 ft³/s
Slope Full 0.00080 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
International Blvd Outfall Pipe_AB at 0.008 ft/ft
3/14/2017 9:17:50 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.00 ft
Critical Depth 0.90 ft
Channel Slope 0.0008 ft/ft
Critical Slope 0.00469 ft/ft
International Blvd Outfall Pipe_AB at 0.008 ft/ft
3/14/2017 9:17:50 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.013
Channel Slope 0.0013 ft/ft
Normal Depth 2.00 ft
Diameter 24 in
Discharge 8.16 ft³/s
Results
Discharge 8.16 ft³/s
Normal Depth 2.00 ft
Flow Area 3.14 ft²
Wetted Perimeter 6.28 ft
Hydraulic Radius 0.50 ft
Top Width 0.00 ft
Critical Depth 1.02 ft
Percent Full 100.0 %
Critical Slope 0.00491 ft/ft
Velocity 2.60 ft/s
Velocity Head 0.10 ft
Specific Energy 2.10 ft
Froude Number 0.00
Maximum Discharge 8.77 ft³/s
Discharge Full 8.16 ft³/s
Slope Full 0.00130 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
International Blvd Outfall Pipe_AB at 0.0013 ft/ft
3/14/2017 9:16:07 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.00 ft
Critical Depth 1.02 ft
Channel Slope 0.0013 ft/ft
Critical Slope 0.00491 ft/ft
International Blvd Outfall Pipe_AB at 0.0013 ft/ft
3/14/2017 9:16:07 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page