HomeMy WebLinkAboutSite Certifications - 12/21/2001December 21, 2001
Mr. Jay Barber
City of Fort Collins — Stormwater
P.O. Box 580
Fort Collins, Colorado 80522
Re: Certification of Storm Sewer
Revision 1
Dear Jay:
J•R ENGINEERING
A Subsidiary of Westrian
/is4hPfh SfAA/
Facilities for Elizabeth Street Apartments —
JR Engineering (JR) surveyed the existing storm sewer facilities for Elizabeth Street
Apartments on December 5, 2001. In addition, the facilities were reviewed in the field by
David Klockeman & David Holloway of JR, on December 12, 2001, and David
Klockeman on December 21, 2001. As a result of this, we offer the following for your
review and comment:
1. Inlet #5 was constructed in general conformance to the approved plans.
2. The pipe system from Inlet #5 to Inlet 91 was constructed in general conformance
with the approved plans.
3. Inlet #1 was constructed in general compliance with the approved plans.
4. The pipe connecting Inlet #1 to the detention pond was constructed with a slope
of 0.00% (flat). This system was re -run in StormCad using the as -built
information and it was concluded that this system will not be negatively impacted.
(See attached StormCad output.)
5. Inlet #2 and the pipe releasing into the proposed detention pond were constructed
in general conformance with the approved plans
6. The buried riprap at the outlet of the detention pond was constructed in general
conformance with the approved plans.
7. The buried riprap at the two pipe outlets which release into the proposed detention
basin, were constructed in general conformance with the approved plans.
8. The retaining wall surrounding the detention pond was constructed in general
2620 Fast Prospect Road, Suite 190, Fort Collins, CO 80525
970-491-9888 • Fax: 970-491-9984 • w jrengineering.com
Mr. Jay Barber
December 21, 2001
Page 2 of 2
conformance with the approved plans except for the spillway over the outlet pipe.
The spillway elevation was designed to 5039.80 and was constructed at 5039.75.
This elevation is adequate to meet the design. (See Item 10.)
9. The water quality structure, orifice plate and outlet pipe were constructed in
general conformance with the approved plans.
10. The detention pond volume was slightly lower than designed at the design 100-yr
WSEL. The design volume for the 100-year event was 0.22 Ac-ft and the
constructed volume is 0.19 Ac-ft. In order to meet the volume requirement, the
water surface elevation for the 100-year event needs to increase to 5039.70. A
0.25 foot high concrete extension was added to the spillway to raise the spillway
elevation from 5039.50 to 5039.75, which is 0.05 feet higher than required. With
this correction, the detention pond will function in general conformance with the
approved plans.
11. A 2-foot wide concrete trickle pan was constructed at the outlet of the detention
pond to convey flows to the parking lot southeast of the proposed detention basin.
This trickle pan was designed to have a slope of 1.0% and was constructed with a
slope of 0.85%. This will have no negative impact on the system. (Updated
FlowMaster calculations have been provided for reference).
12. All concrete chases have been constructed in general conformance with the
approved plans.
This letter certifies that the items listed above are in general conformance with the
approved plans, except as noted. If you have any questions or comments, or need
additional information, please do not hesitate to contact me at my office. Thank you.
Sincerely,
Prepared by:
Cp
David Half6way
Design Engineer II
For and on Behalf of JR Engineering
Reviewed by:
L W,
Klocke
Division Manager _ ��
Proposed Detention Pond - Stage/Storage
LOCATION:
ELIZABETH STREET APARTMENTS
PROJECT NO:
39212.02
COMPUTATIONS BY:
B. Strand/D. Klockeman
SUBMITTED BY:
JR ENGINEERING
DATE:
12/21/01
Invert-
WQ WSEL-
100-yr WSEL-
top of wall -
V = 1/3 d (A + B + sgrt(A'B))
where V = volume between contours, ft'
d = depth between contours, It
A = surface area of contour
DETENTION POND
Stage
(ft)
Surface
Area
(fe)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
5035.5
0
5036
1122
0.00
0.00
5037
2660
0.04
0.05
5038
4389
0.08
0.08
5039
4389
0.10
0.18
5039.4
4389
0.04
0.22
5040
4389
0.10
0.28
5041
4389
0.10
0.38
5041.9
4389
0.09
0.47
5042
4389
0.01
0.39
5043
4389
0.10
0.57
5043.15
4389
0.02
0.41
5044
4389
0.09
0.66
Invert-
WQ WSEL-
100-yr WSEL-
AS43UILT
Stage
(ft)
Surface
Area
(fe)
ncrementa
Storage
(ac-ft)
Total
Storage
(ac-ft)
5035.35
0
5036
233
0.00
0.00
5037
1764
0.02
0.02
5038
3657
0.06
0.06
5039
4206
0.09
0.15
5039.7
4256
0.07
0.22
5040
4277
0.10
0.25
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AS -BUILT OUTFALL SWALE
Worksheet for Irregular Channel
Project Description
Project File
x:\3920000.all\3921202\drainage\9212fm.fm2
Worksheet
AS -BUILT OUTFALL SWALE
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.008500 ft/ft
Elevation range:
34.75 ft to 35.02 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
35.02
0.00
10.00
34.92
10.00
11.00
34.75
12.00
12.00
34.92
22.00
35.02
Discharge
0.53 cfs
Results
Wtd. Mannings Coefficient
0.033
Water Surface Elevation
34.99
ft
Flow Area
0.87
ftz
Wetted Perimeter
16.94
ft
Top Width
16.91
ft
Height
0.24
ft
Critical Depth
34.96
ft
Critical Slope
0.042948 ft/ft
Velocity
0.61
ft/s
Velocity Head
0.01
ft
Specific Energy
35.00
ft
Froude Number
0.47
Flow is subcritical.
End Station
10.00
12.00
22.00
Roughness
0.035
0.016
0.035
12/13/01
09:41:02 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
AS -BUILT OUTFALL SWALE
Cross Section for Irregular Channel
Project Description
Project File x:\3920000.a11\3921202\drainage\9212fm.fm2
Worksheet AS -BUILT OUTFALL SWALE
Flow Element Irregular Channel
Method • Manning's Formula
Solve For Water Elevation
Section Data
Wtd. Mannings Coefficient
0.033
Channel Slope
0.008500 ft/ft
Water Surface Elevation
34.99 ft
Discharge
0.53 cfs
35.0!
35.0
34.95
c
«q 34.9
to
ro
W
34.85
34.8
34.75 L-
0.0
5.0 10.0 15.0 20.0
Station (ft)
25.0
12/13/01 FlowMaster v5.15
09:40:33 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
December 14, 2001
J•R ENGINEERING
IA Subsidiary of Westrian
Mr. Jay Barber D
City of Fort Collins — Stormwater
P.O. Box 580
Fort Collins, Colorado 80522
Re: Certification of Storm Sewer Facilities for Elizabeth Street Apartments
Dear Jay:
JR Engineering (JR) surveyed the existing storm sewer facilities for Elizabeth Street
Apartments on December 5, 2001. In addition, the facilities were reviewed in the field by
David Klockeman & David Holloway of JR, on December 12, 2001. As a result of this,
we offer the following for your review and comment:
Inlet #5 was constructed in general conformance to the approved plans.
2. The pipe system from Inlet #5 to Inlet #1 was constructed with different slopes
than the approved plans. The upstream invert of this pipe system was constructed
0.29 feet lower than the design invert and now has a negative slope of 2.40% from
the manhole back into Inlet #5. The storm sewer calculations were re -run using
the as -built information and JR has concluded that this will not negatively affect
the proposed storm system. Inlet #5 will surcharge 0.13 feet and will not
contribute any flows on to Elizabeth St. (Updated StormCad calculations have
been provided for reference).
3. Inlet #1 was constructed in general compliance with the approved plans.
4. The pipe connecting Inlet #1 to the detention pond was was constructed with a
slope of 0.00% (flat). As stated above, this system was re -run in StormCad using
the as -built information and it was concluded that this system will not be
negatively impacted.
5. Inlet #2 and the pipe releasing into the proposed detention pond were constructed
in general conformance with the approved plans
6. The buried riprap at the outlet of the detention pond was constructed in general
conformance with the approved plans.
2620 Fast Prospect Road, Suite 190, Fort Collin, CO 80525
970-491-9888 • Fax: 970-491-9984 • w jrengineering.00m
Mr. Jay Barber
December 14, 2001
Page 2 of 2
7. The buried riprap at the two pipe outlets, which release into the proposed
detention basin, were constructed in general conformance with the approved
plans.
8. The retaining wall surrounding the detention pond was constructed in general
conformance with the approved plans except for the spillway over the outlet pipe.
The spillway elevation was designed to 5039.80 and was constructed 0.30 feet to
low. This item will be corrected. (See Item 10.)
9. The water quality structure and outlet pipe were constructed in general
conformance with the approved plans. The wrong size orifice plate was sent to
the site. The correct size is on its way and will be installed within the next 10
days.
10. The detention pond volume was slightly lower than designed at the design 100-yr
WSEL. The design volume for the 100-year event was 0.22 Ac-ft and the
constructed volume is 0.19 Ac-ft. A 0.30 foot high steel plate will be added to the
spillway to raise the spillway elevation from 5039.50 to 5039.80, which will
become the new 100-year WSEL and raise the volume from 0.19 Ac-ft to 0.22
Ac-ft. With this correction, the detention pond will function in general
conformance with the approved plans. This work will be done within the next 10
days.
11. A 2-foot wide concrete trickle pan was constructed at the outlet of the detention
pond to convey flows to the parking lot southeast of the proposed detention basin.
This trickle pan was designed to have a slope of 1.0% and was constructed with a
slope of 0.85%. This will have no negative impact on the system. (Updated
FlowMaster calculations have been provided for reference).
12. All concrete chases have been constructed in general conformance with the
approved plans.
This letter certifies that the items listed above are in general conformance with the
approved plans, except as noted. If you have any questions or comments, or need
additional information, please do not hesitate to contact me at my office. Thank you.
Sincerely,
PrepareWbj:
David Holloway
Design Engineer II
For and on Behalf of JR Engineering
Reviewed by: o�Q�:K�:cs?F71
IQP Ui
29110
David W. Klockem��.• ,•'�4
Division Manager �S�•••NAL- G�
`r�ONALE�
Proposed Detention Pond - Stage/Storage
LOCATION:
ELIZABETH STREET APARTMENTS
PROJECT NO:
39212.02
COMPUTATIONS BY:
B. Strand/D. Mockeman
SUBMITTED BY:
JR ENGINEERING
DATE:
7/10/01 C
Invert-
WQ WSEL-
100-yr WSEL-
top of wall -
V = 1 /3 d (A + B + sgrt(A'B))
where V = volume between contours, ft'
d = depth between contours, It
A = surface area of contour
POND NAME
Stage
(ft)
Surface
Area
(ft)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
5035.5
0
5036
1122
0.00
0.00
5037
2660
0.04
0.05
5038
4389
0.08
0.08
5039
4389
0.10
0.18
5039.4
4389
0.04
0.22
5040
4389
0.10
0.28
5041
4389
0.10
0.38
5041.9
4389
0.09
0.47
5042
4389
0.01
0.39
5043
4389
0.10
0.57
5043.15
4389
0.02
0.41
5 444
4389
0.09
0.66
Invert-
WQ WSEL-
100-yr WSEL-
AS-BUILT
Stage
(ft)
Surface
Area
(ft)
ncrementa
Storage
(ac-ft)
Total
Storage
(ac-ft)
5035.35
0
5036
233
0.00
0.00
5037
1764
0.02
0.02
5038
3657
0.06
0.06
5039
4206
0.09
0.15
5039.7
4255
0.07
0.22
5040
4277
0.10
0.25
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AS -BUILT OUTFALL SWALE
Worksheet for Irregular Channel
Project Description
Project File
x:\3920000.all\3921202\drainage\9212fm.fm2
Worksheet
AS -BUILT OUTFALL SWALE
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.008500 ft/ft
Elevation range:
34.75 ft to 35.02 ft.
Station (ft)
Elevation (ft)
Start Station
End Station
Roughness
0.00
35.02
0.00
10.00
0.035
10.00
34.92
10.00
12.00
0.016
11.00
34.75
12.00
22.00
0.035
12.00
34.92
22.00
35.02
Discharge
0.53 cfs
Results
Md. Mannings Coefficient
0.033
Water Surface Elevation
34.99
ft
Flow Area
0.87
ftz
Wetted Perimeter
16.94
ft
Top Width
16.91
ft
Height
0.24
ft
Critical Depth
34.96
ft
Critical Slope
0.042948 ft/ft
Velocity
0.61
ft/s
Velocity Head
0.01
ft
Specific Energy
35.00
ft
Froude Number
0.47
Flow is subcritical.
12/13/01 FlowMaster v5.15
09:41:02 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
AS -BUILT OUTFALL SWALE
Cross Section for Irregular Channel
Project Description
Project File x:\3920000.all\3921202\drainage\9212fm.fm2
Worksheet AS -BUILT OUTFALL SWALE
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Section Data
Wtd. Mannings Coefficient 0.033
Channel Slope 0.008500 ft/ft
Water Surface Elevation 34.99 ft
Discharge 0.53 cfs
35.0E
35. C
34.95
c
a 34.9
y
W
34.85
34.8
34.75 t-
0.0
5.0 10.0 15.0 20.0
Station (ft)
25.0
12/13/01 FlowMaster v5.15
09:40:33 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
December 4, 2001
Mr. JD Thompson
Simpson Housing Solutions, LLC
320 Golden Shore, Suite 200
Long Beach, CA 90802-4217
Re: Construction Materials Compliance Summary
Elizabeth Street Senior Apartments
1508 West Elizabeth Street
Fort Collins, Colorado
Project No. 20011139
Dear Mr. Thompson:
Soil/Earthwork
Irerracon
301 N. Howes - P.O. Box 503
Fort Collins, Colorado 80521-0503
(970) 484-0359 Fax: (970) 484-0454
At your request, we'reviewed the compliance of the earthwork materials placed and monitored
on the building pad and site paving areas by Terracon on an "as-called/part-time" basis. Our
services on the project building have included performing laboratory testing of the soils for
suitability to the project specifications and the Geotechnical Engineering Report
recommendations (20995122) performed by Terracon (dated July 30, 1999). Terracon also
performed in -place field density testing during subgrade preparation and placement of the fill
to check conformance to the required percent of maximum density and moisture control.
As recommended in the soils investigation, on -site or approved imported soils were suitable for
placement during construction. Fill material tested by Terracon met the recommendations as
outlined in the geotechnical report. The results of the field and laboratory testing were
forwarded for review. In addition, the on -site superintendent and subcontractors were
informed on a daily basis of the. test results performed.
Terracon performed 41 tests for the site subgrade and fill placement. The compaction test
results met or ultimately achieved (after retesting) specification requirements at the locations
tested. The moisture/water content of the soils tested were typically outside of the
geotechnical report tolerance recommendations. Therefore it is recommended that proper and
adequate drainage be provided to reduce the potential of swell -consolidation based upon a
change in moisture conditions.
Concrete
The Portland cement concrete placed and tested on -site consisted of 9 tests for physical
property and compressive strength tests. All reports have met or exceeded the specified
minimum compressive strength requirements for the project as provided by the general
contractor.
Arizona ■ Arkansas ■ Colorado ■ Georgia ■ Idaho ■ Illinois ■ Iowa ■ Kansas ■ Kentucky ■ Minnesota ■ Missouri
Montana ■ Nebraska ■ Nevada ■ New Mexico ■ Oklahoma ■ Tennessee ■ Texas ■ Utah ■ Wisconsin ■ Wyoming
Quality Engineering Since 1965
Materials Compliance Summary
Elizabeth Street Senior Apartments
Project No. 20011139
Page 2
Hot Mix Asphalt
Terracon performed 12 in -place density/compaction tests with all tests meeting the project
specification criteria. In addition, 2 samples were obtained to perform extraction -gradation
testing with the test results meeting the mix design criteria provided.
Foundation
Terracon provided a review of the post -tension slab foundation design as requested. A
summary of the review was provided in a report, dated November 26, 2001. Per Terracon's
geotechnical review the foundation plans and details are in general accordance with the
geotechnical recommendations, and does not relieve the structural design engineer of their
responsibility to the project.
It has been our pleasure to work with you on this project and to continue providing services on
future construction projects. Should you have any questions, or need additional information,
please contact us at your convenience.
Respectfully submitted, pp RECIS
TERRACON Reviewed by: RP.•••••• CCy
O� • p. R/C •. !
27712
Mike L. Walker, CET David A. Ri 'O °A.E.
Manager of Construction Services Geotechnical
Copies to: (1) Addressee
(3) Pueblo Professional Contractors
(1) MNA, Inc.
(1) Kephart & Associates Architects
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.. -._. SHEET 9 OF 12
0 .00 0+40 0+80 1+20 1+60 2+00 0+00 0+40 0+80 1+20 1+60 2+00 JOB NO. 39212.05