HomeMy WebLinkAboutSite Certifications - 08/30/20191/19 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) Chapter 3, Section 3.0 to certify as-
built construction to the approved drainage and grading plans, 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.)
x Use “Yes” for items completed as described.
x Use “N/A” for items that are not applicable to the site being certified.
x 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 - FCSCM Ch. 6 and 7
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
Christian Brothers Automotive
5.17.19
B1800922
Yes
Yes
Yes
Yes
Yes
Yes
N.J.N.$13,150 escrowed on 4/12/2019 to release
CO in advance of certification.
Certification accepted and escrow released
8/30/2019 DJM
1/19 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.
x 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: 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.
Yes
N/A
Yes
N/A
Yes
Yes
Yes
Yes
Yes
Yes
L
6
Yes
1/19 Page 3
4. Outlet Structure:
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 Ch. 8, Sec. 2.0 and Ch. 9, Sec. 5.0
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.)
Yes
Yes
Yes
Yes
Yes 4928.83
Yes 4926.44
Yes
Yes
N/A
N.J.N
N.J.N
1/19 Page 4
III. Storm Pipes (aka storm drains) - FCSCM Ch. 9, Sec. 4.0
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 and construction specifications.
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 Ch. 8, Sec. 2.0
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.
Yes
Yes
Yes
Yes
Yes
Yes
N/A
Yes
Yes
Yes
Yes
Yes
Yes
Yes
1/19 Page 5
V. Storm Drain Inlets - FCSCM Ch. 9, Sec. 3.0
A. Construction/Installation: All storm drain inlets have been constructed in accordance with the
approved construction plans and construction specifications.
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 Type C, R, 13 and 16 inlet covers are stenciled or stamped with the following designation (or
an equivalent): NO DUMPING – DRAINS TO POUDRE RIVER.
VI. Culverts - FCSCM Ch. 9, Sec. 4.0
A. Construction/Installation: All culverts have been constructed and/or installed in accordance with
the approved construction plans and construction specifications.
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 and the construction specifications. 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.
Yes
Yes
Yes
Yes
Yes
Yes
Yes
N/A
N/A
1/19 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 and construction specifications.
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 - FCSCM Ch. 8
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.
Yes
Yes
Yes
N/A
Yes
Yes
1/19 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. Permanent Erosion Control BMPs - FCSCM Ch. 9, Sec. 7.0
A. Construction: All permanent erosion control BMPs have been installed per the approved
construction plans.
1. All riprap has been installed in the locations and sizes indicated on the approved construction
plans.
2. All fabric has been installed in the locations and sizes indicated on the approved construction
plans.
a. All fabric was installed per the details on the approved construction plans.
XII. Post-Construction Site Cleanup - FCSCM Ch. 3, Sec. 2.0
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.
XIII. Certification of LID and Water Quality Facilities - FCSCM Ch. 7
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.
XIV. Certification of Other Permanent BMPs
A. The construction of other permanent BMPs not specifically addressed in this certification is in
accordance with the approved plan. This may include grade control structures, rundowns, bridges, stream
access/improvements, etc.
Please specify other permanent BMPs included on this site:
N/A
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
N.J.N
N.J.N.
1/19 Page 8
XV. Certification and Erosion Control Measures - FCSCM Ch. 3
A. All temporary erosion control measures shall be removed upon stabilization. If at the time of preparing
this certification there are any erosion control measures still remaining on the site, please note them in
the narrative and verify that they need to remain at this time. If in doubt as to the need for any control
measure, please consult with the Erosion Control Inspector at erosion@fcgov.com.
XVI. Statement of Compliance - FCSCM Ch. 3
A. This certification is signed and stamped. By signing this form, the engineer(s) attests that he/she has
visited and observed the site, and to the best of his/her knowledge, the as-built conditions of the drainage
facilities are as described in the above form and in the enclosed as-built plans.
B. Failure to properly disclose all known information could result in the rejection of this certification and
prevent the release of any and all Stormwater Utility permit holds on Building Permits and/or Certificates
of Occupancy within this development.
XVII. Signature and Stamp by a Colorado-Registered Professional Engineer
Engineer’s contact information:
Name:
Email:
Phone:
Company:
Address:
Sign and date over stamp
Noah J Nemmers
noah@baselinecorp.com
303.482.7712
Baseline Engineering
112 N Ruby Drive
Golden, CO 80403
5.24.19
39820NOAH J. NEMMER
S
COLORADO L ICENSED
PROFESSIONAL ENGINEER
Know what's below.
before you dig.CallR
RECORD DRAWING
6.20.19
AS CONSTRUCTED SEWERC.O.(TYP.)
AS CONSTRUCTED SEWERMH (TYP.)
AS CONSTRUCTED WATERMETER
AS CONSTRUCTED IRR.VALVE
AS CONSTRUCTED CURBSTOP
AS CONSTRUCTED 4"SEWER TAP
GRATE ELEV.= 4929.70INV 15" RCP (N)= 4926.19
INV 15" RCP (S)= 4926.05
GRATE=4926.40INV 15" RCP (E)=4923.81
RIM=4929.88INV 24" RCP (N)=4922.83INV 24" RCP (S)=4922.78INV 15" RCP (W)=4823.48
AS CONSTRUCTED 32 LF 34" WATERSERVICE
INV 4" PVC (S)= 4926.77
WATER SERVICENOT CONSTRUCTED
39820NOAH J. NEMMER
S
COLORADO L ICENSED
PROFESSIONAL ENGINEER
RECORD DRAWING
6.20.19
5,140 SF
AUTOMOTIVE REPAIR FACILITY
FFE=4932.69'
31.16
31.19
30.81
30.71
30.88
31.42
30.19
30.14
30.90
30.76
30.62
30.17
30.23
30.41 30.68
30.98
31.76
32.15
31.88
32.05
32.50
32.18 33.34
32.41 32.75
32.51
32.45
32.79
32.70
32.62
32.73
4929.884922.83 (24")
4923.48 (15")4922.78 (24")
4923.81
54.5 LF
0.61%
102.7 LF
2.14%
26.04 23.84
4929.68
4929.19
509
19.2 LF 0.73%
49
2
6
.
1
9
49
2
6
.
0
5
4" PVCINV = 4926.77
49
2
3
.
8
1
54.5 LF 0.61%
49
2
9
.
6
8
49
2
3
.
4
8
49
2
9
.
8
8
39820NOAH J. NEMMER
S
COLORADO L ICENSED
PROFESSIONAL ENGINEER
RECORD DRAWING
6.20.19
39820NOAH J. NEMMER
S
COLORADO L ICENSED
PROFESSIONAL ENGINEER
4926.44
1/4"
RECORD DRAWING
4928.83
6.20.19
July 31, 2019
Stormwater Engineering & Development Review Division
City of Fort Collins Utilities
281 N College
Fort Collins, CO 80524
RE: Christian Brothers Automotive As-Built Memo
To whom it may concern,
This memo is to address the as-built deficiencies for the Christian Brothers Automotive
development located at 1500 Academy Court as noted per your email correspondence dated
7/30/2019.
1. Impermeable liner not being fully attached and buried- Cobble stones have been
placed to cover exposed areas. The small holes in the liner are ok as they are
located above the high-water level so it will not impact the intended function. The
liner is attached at the curb cut and we are ok with the location where it is not
attached.
2. Erosion at curb cut – Cobble stones have ben added to the curb cut to reduce
erosion.
3. Regular water flow is causing washout in the rain garden, and will perpetually cause
issues with getting vegetation established - Cobble stones have been added to the
outfall from the parking lot into the rain garden to reduce washout.
4. Cleanout pipes adjacent to the curb cut have been left unnecessarily high/long and
are unsightly- The contractor has coordinated this with you and was told that it was
ok to leave them as is.
Conclusion
The outstanding items for the as-built requirements for the Christian Brothers Automotive
development have been address in order to meet the City of Fort Collin’s as-built
requirements. Please let us know once we get final approval from the City of Fort Collins
and when the escrow funds are released.
Sincerely,
Noah J. Nemmers, P.E.
Baseline Engineering
PE No. 50682
Christian Brothers Automotive - DetentionPond As-Built Stage Storage.txt
Detention Pond Volume
Project: CBA Fort Collins
Basin Description:
Contour Contour Depth Incremental Cumulative
Cumulative Incremental Cumulative Cumulative
Elevation Area (ft) Volume Volume
Volume Volume Volume Volume
(sq. ft) Avg. End Avg. End Avg.
End Conic Conic Conic
(cu. ft) (cu. ft)
(ac-ft) (cu. ft) (cu. ft) (ac-ft)
4,924 14 N/A N/A 0 0.00
N/A 0 0.00
4,925 896 1.00 455 455
0.010 340 340 0.008
4,926 1,897 1.00 1396 1851
0.043 1365 1705 0.039 WQCV
4,927 2,770 1.00 2333 4184
0.096 2320 4025 0.092
4,928 3,687 1.00 3229 7413
0.170 3218 7242 0.170 100-YR
4,929 4,654 1.00 4171 11583
0.266 4161 11404 0.262
Page 1
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope =0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length =60 ft 0.00 14 0.00 0.00
Watershed Area = 0.79 acres 0.10 896 0.10 0.00
Watershed Imperviousness = 90.0%percent 1.10 1,897 1.10 0.01
Percentage Hydrologic Soil Group A =percent 2.10 2,770 2.10 0.35
Percentage Hydrologic Soil Group B = 100.0%percent 3.10 3,687 3.10 0.41
Percentage Hydrologic Soil Groups C/D =percent 4.10 4,654 4.10 0.46
User Input 17
WQCV Treatment Method = 12.00 hours
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One‐Hour Rainfall Depth =0.75 0.87 1.15 1.45 2.44 2.98 in
Calculated Runoff Volume =0.021 0.050 0.068 0.089 0.155 0.194 acre‐ft
OPTIONAL Override Runoff Volume =acre‐ft
Inflow Hydrograph Volume =0.020 0.049 0.067 0.089 0.155 0.194 acre‐ft
Time to Drain 97% of Inflow Volume =3.2 4.9 5.6 6.4 8.3 9.3 hours
Time to Drain 99% of Inflow Volume =3.5 5.3 6.1 6.9 9.1 10.1 hours
Maximum Ponding Depth =1.08 1.75 2.06 2.40 3.22 3.62 ft
Maximum Ponded Area =0.03 0.05 0.05 0.06 0.08 0.09 acres
Maximum Volume Stored =0.015 0.040 0.056 0.075 0.135 0.172 acre‐ft
Stormwater Detention and Infiltration Design Data Sheet
CHRISTIAN BROTHERS AUTOMOTIVE
FORT COLLINS, COLORADO
Location for 1‐hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
15298 SDI_Design_Data_v1.08, Design Data 5/20/2019, 3:22 PM
WQCV_Trigger = 1
RunOnce= 1
CountA=1
Draintime Coeff 0.8
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Stormwater Detention and Infiltration Design Data Sheet
Area
Discharge
0
1
2
3
4
5
6
7
8
9
0.1 1 10
FL
O
W
[c
f
s
]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.5
1
1.5
2
2.5
3
3.5
4
0.1 1 10 100
PO
N
D
I
N
G
DE
P
T
H
[f
t
]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
15298 SDI_Design_Data_v1.08, Design Data 5/20/2019, 3:22 PM
Triax Engineering, LLC ◆ Geotechnical Engineering ◆ Construction Materials Testing ◆ Environmental Site Assessments
12445 E 39th Avenue, Suite 517 Denver CO 80239
PH: 720.230.1931 FAX: 720.230.5471 Email: info@triaxgeo.com
FAX/EMAIL TRANSMITTAL
To: Mr. Lon Metzger Email: lonm@idealco.net
Fax: 937.832.2133 Pages:
Phone: 937.771.2369 Date: 7.19.2019
Re: CBA Fort Collins, Co CC:
Urgent x
For Review
Please Comment
Please Reply
Please Recycle
Comments:
Christian Brothers, Fort Collins, Co.
Materials Testing Report #6
Distribution:
Name Company Email
Mr. Rick Thompson Ideal CO rlt515@hotmail.com
Mr. James A. Dickey Ideal Co. jimd@idealco.net
Project:
D18T162
Christian Brothers Automotive
1500 Academy Court
Fort Collins Co.
Project #:
The Ideal Company Inc.
8313 North Kimmel Rd
Clayton OH 45315
Client:
Location Depth
(ft)
LL
(%)
PI
(%)
%
Fines
USCS
Class.
AASHTO
Class.
MDD
(pcf)
OMC
(%)Soil Description
Building pad Subgrade
-1' to -3'
29 14 54.1%CL A-6(4)116.6 13.5Reddish Brown Sandy Lean
Clay
ASTM D698Test Method:
Parking Area Subgrade
-1'
27 9 58.3%CL A-4(3)113.2 13.6Reddish Brown Sandy Lean
Clay
ASTM D698Test Method:
Triax Engineering, LLC
12445 E 39th Avenue Unit 517 Denver CO 80239 PH: 720.230.1931 FAX: 720.230.5471 EMAIL: info@triaxgeo.com
LL= Liquid Limit (%)PI= Plasticity Index (%) For one point moisture density relationship MDD=DD and OMC=MC
MDD= Maximum Dry Density (PCF)OMC= Optimum Moisture Content (%)
Project:
D18T162
Christian Brothers
Automotive1500 Academy Court
Fort Collins Co.
Project #:
The Ideal Company Inc.
8313 North Kimmel Rd
OH 45315
Client:
SITE OBSERVATION REPORT
Glenn AleredgeTechnician:7/17/2019Date:
Clayton
The Ideal Company Inc.Contractor Name:
General ContractorContractor Discipline:
Detention pond burnActivity:
soil and AggregateDiscipline:
Detention pond berm between Rain garden and detention poundWork Performed:
Field Compaction Testing - Nuclear Method ASTM D6938Tests Performed:
Site SuperintendentOnsite Communication:
No
Delays Encountered:
None
Non Conformance:
Corrective Actions:
YesPhotographsTaken:
Equipment used by
Contractor:
Triax Engineering, LLC
12445 E 39th Avenue Unit 517 Denver CO 80239 PH: 720.230.1931 FAX: 720.230.5471 EMAIL: info@triaxgeo.com
Project:
D18T162
Christian Brothers
1500 Academy Court
Fort Collins Co.
Project #:
The Ideal Company Inc.
8313 North Kimmel Rd
OH 45315Clayton
Client:
Test #Elevation MDD
(pcf)
Location Soil
ID
OMC
(%)
DD
(pcf)
MC
(%)
%
Comp.
Specs
Met
Soil Field Compaction Test Report - Nuclear Method [ASTM D6938/AASHTO T310]
The Ideal Company Inc.Contractor:
General ContractorContractor Discipline:
93FAmbient Temp (F):
Partly CloudyWeather:
7/17/2019Date:
Detention pond burnActivity Name:
soil and AggregateDiscipline:
Detention pond berm between Rain
garden and detention pound
Work Performed:
Field Compaction Testing - Nuclear Method ASTM D6938Tests Performed:
Glenn AleredgeTechnician:Gauge #4: Troxler 3510 S/N:
23855
Gauge:
692MS:
2843DS:
Gauge Information
Equipment Used:
Detention pond berm at 1500 Academy Court, Fort Collins,
CO
Test Location:
25-00 Sub -6"10' E. of Bldg. @ north detention pond
berm
1 113.2pcf 13.6%111.0pcf 13.7%98.1%Yes
Comments:
26-00 Sub -12"20' E. of Bldg. @ north detention pond
berm
1 113.2pcf 13.6%109.2pcf 14.0%96.5%Yes
Comments:
Triax Engineering, LLC
12445 E 39th Avenue Unit 517 Denver CO 80239 PH: 720.230.1931 FAX: 720.230.5471
EMAIL: info@triaxgeo.com
MDD- Max. Dry Density, OMC- Optimum Moisture Conten, DD- Dry Density, MC- Moisture Content, RG- Rough grade at the
time of testing, BG- Below Grade
Site SuperintendentCommunication:
NoDelays Encountered:
Test Comments:
Project:
D18T162
Christian Brothers
Automotive1500 Academy Court
Fort Collins Co.
Project #:
The Ideal Company Inc.
8313 North Kimmel Rd
OH 45315
Client:
SITE PHOTOGRAPHS
Glenn AleredgeTechnician:7/17/2019Date:
Clayton
Photograph Date:7/17/2019
Scope:
Triax Engineering, LLC
12445 E 39th Avenue Unit 517 Denver CO 80239 PH: 720.230.1931 FAX: 720.230.5471 EMAIL: info@triaxgeo.com
Project:
D18T162
Christian Brothers
Automotive1500 Academy Court
Fort Collins Co.
Project #:
The Ideal Company Inc.
8313 North Kimmel Rd
OH 45315
Client:
SITE PHOTOGRAPHS
Glenn AleredgeTechnician:7/17/2019Date:
Clayton
Photograph Date:7/17/2019
Scope:
Triax Engineering, LLC
12445 E 39th Avenue Unit 517 Denver CO 80239 PH: 720.230.1931 FAX: 720.230.5471 EMAIL: info@triaxgeo.com
Project:
D18T162
Christian Brothers
Automotive1500 Academy Court
Fort Collins Co.
Project #:
The Ideal Company Inc.
8313 North Kimmel Rd
OH 45315
Client:
SITE PHOTOGRAPHS
Glenn AleredgeTechnician:7/17/2019Date:
Clayton
Photograph Date:7/17/2019
Scope:
Triax Engineering, LLC
12445 E 39th Avenue Unit 517 Denver CO 80239 PH: 720.230.1931 FAX: 720.230.5471 EMAIL: info@triaxgeo.com
1/19 Page 1 of 2
DURING CONSTRUCTION INSPECTION CHECKLIST
To be completed by Construction Superintendent
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.
Project Name: Christian Brothers Automotive Date: 6/7/19
Building Permit Numbers: B1800922
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.
II. Storm Drain Pipe Installation Requirements
A. N/A The pipe trenches have been compacted in accordance with Section 02225-3.07.A.1. of the Fort Collins Development Construction
Standards for Water, Wastewater, Stormwater (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).
III. Energy Dissipation and Erosion Protection - FCSCM Chapter 9, Section 7.0
A. Riprap
1. N/A The riprap bedding is a granular bedding of the gradation and thickness indicated on the approved construction plans.
2. N/A 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.
3. N/A The riprap is the gradation shown on the approved construction plans with a D50 of .
4. N/A The riprap thickness is as shown on the approved construction plans and extends to the horizontal limits shown.
5. N/A The riprap is buried to the depth indicated on the approved construction plans. (A minimum of 6 inches of soil is required.)
B. Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7
1. Yes All fabric was installed per manufacturer’s specifications.
1/19 Page 2 of 2
IV. Other Permanent BMPs
A. N/A 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.)
V. Extended Detention Basins
A. Yes Installation of this facility was verified via inspection by a City-Stormwater Inspector at the point of installation of the water quality
control box(es). Provide date of inspection and name of inspector: 3/27/19 Kim Keiswetter
Included certification sheet(s):
Please check the appropriate box(es) for the Low Impact Development
(LID) facilities found on this site and complete the corresponding
certification sheets.
☐ Permeable Interlocking Concrete Pavers
☒ Bioretention Cells (Rain Gardens)
☐ Sand Filters
☐ Vegetated Buffers
☐ Underground Infiltration
☐ Other LID – For certification of Dry Wells, Tree Filters,
Constructed Wetland Channels & Ponds, etc., contact City Staff
to determine requirements to exhibit the LID facility has been
constructed and functions as intended per the approved
drainage report.
*Please provide photographic documentation of the installation of all
stages of all LID facilities.
**Please contact the City Stormwater Inspector at
stormwaterinspection@fcgov.com to discuss inspection requirements
for each LID facility and request inspections.
***All facilities being certified must be “clean” – free of sediment &
construction debris – prior to certification or acceptance of the facility.
Completed by:
Name: Rick Thompson
Title: Site Superintendent
Email: rlt515@hotmail.com
Phone: 937-604-5495
Company: The Ideal Co., Inc.
Address: 8313 N. Kimmel Rd.
Clayton, Ohio 45315
1/19 Page 1 of 3
Bioretention Cells (Rain Gardens)
was held with City-Stormwater
Inspector to discuss installation, inspection, checklist, and ☒ ☐ ☐ location (i.e. DCP, initial erosion control
Underdrain and basecourse inspection(s):
facility was verified via inspection by a City-Stormwater
Inspector at the point of installation of the outlet, underdrain,
geomembrane layer, and base course (per design in Final Plan
☒ ☐ ☐
inspector’s name
Pea gravel and BSM inspection(s):
was verified via inspection by a City-Stormwater Inspector at
the point of installation of the pea gravel and bioretention ☒ ☐ ☐ inspector’s name
Excavation
☒ ☐ ☐
☐ ☒ ☐
☒ ☐ ☐ Provide photograph
Excavated area is protected/surrounded by sediment/runoff
control measures during construction ☒ ☐ ☐
Intake
☒ ☐ ☐
Forebay
☐ ☐ ☒ Provide photograph
There is a minimum 3” drop at the forebay entrance ☐ ☐ ☒ Provide photograph
Forebay will drain fully and not hold standing water ☐ ☐ ☒
Outlet Structure/Overflow
Emergency overflow elevation is confirmed
☒ ☐ ☐ overflow to top of media filter; provide
☒ ☐ ☐
1/19 Page 2 of 3
Overflow inlet invert elevation is at least 3 inches below
containment wall/berm (to direct overflow into inlet) ☒ ☐ ☐ inlet and top of containment wall/berm;
☒ ☐ ☐
Impermeable Liner
☒ ☐ ☐
☒ ☐ ☐ Provide photograph
Impermeable liner is buried with no exposure ☒ ☐ ☐
Any penetrations of the impermeable liner have been sealed
and checked for water-tightness ☐ ☐ ☒
Underdrain System
☒ ☐ ☐ Provide photograph
At least one cleanout is provided per underdrain lateral ☒ ☐ ☐ Provide photograph
Cleanout pipe is solid (not perforated/slotted) ☒ ☐ ☐ Provide photograph
Cleanout covers are installed and watertight ☒ ☐ ☐ Provide photograph
Verify the underdrain is NOT wrapped in geotextile fabric ☒ ☐ ☐ Provide photograph
Verify there is no orifice plate on the underdrain outfall ☒ ☐ ☐ Provide photograph
Underdrain integrity tested after backfilling using TV and/or
water test ☐ ☒ ☐
Filter Media and Aggregate
- meets design specifications
☒ ☐ ☐ record depth installed
#8, #89, or #9):
- meets design specifications
☒ ☐ ☐ record depth installed
- meets design specifications
☒ ☐ ☐ record depth installed
☒ ☐ ☐ Provide load ticket
BSM is installed flat and level ☒ ☐ ☐ Provide photograph
Other Structural Components
Containment wall/berm is continuous and level ☒ ☐ ☐
Landscaping
1/19 Page 3 of 3
Verify final landscaping is free of sod ☒ ☐ ☐
☒ ☐ ☐ Provide photograph
Vegetation is planted according to landscape design
specifications and final landscaping plan ☒ ☐ ☐
☒ ☐ ☐
Temporary irrigation installed
☐ ☐ ☒ irrigation is installed to establish/maintain has been installed and
Close Out
☒ ☐ ☐
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =100.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area)Area = 16,354 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =545 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =327 sq ft
D) Actual Flat Surface Area AActual =509 sq ft
E) Area at Design Depth (Top Surface Area)ATop =907 sq ft
F) Rain Garden Total Volume VT=708 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO =N/A in
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Todd Rand, PE
Baseline Engineering Corporation
June 13, 2019
Christian Brothers Automotive
1500 Academy Court, Fort Collins, CO
Design Procedure Form: Rain Garden (RG)
Todd Rand, PE
Baseline Engineering Corporation
June 13, 2019
Christian Brothers Automotive
1500 Academy Court, Fort Collins, CO
UD-BMP (Version 3.06, November 2016)
Choose One
Choose One
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
18" Rain Garden Growing Media
Other (Explain):
YES
NO
YES
NO
UD-BMP_v3.06 RAIN GARDEN as built, RG 6/13/2019, 11:02 AM
as built flat area
as built top area
From:Rick Thompson
To:Dan Mogen
Subject:Rain Garden Pictures Christian Brothers
Date:Tuesday, June 11, 2019 7:11:14 AM
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