HomeMy WebLinkAboutSite Certifications - 08/29/201712/15 Page 1
OVERALL SITE and DRAINAGE CERTIFICATION
Commercial, Multi-Family and Subdivision Certification Form and Checklist
Project Name:
Date:
Building Permit Numbers:
(Commercial or multi-family)
Per the requirement in Fort Collins Stormwater Criteria Manual (FCSCM) Volume 1, Section 6.11, please fill in
all applicable items in this Certification Form for Commercial, Multi-Family and Overall Single Family sites.
NOTE: several items must be verified during construction. A copy of the approved grading plan must be
submitted with the as-built grading plan. (As-built elevations must be written in red next to the approved
elevations.)
•Use “Yes” for items completed as described.
•Use “N/A” for items that are not applicable to the site being certified.
•If any blanks are “No,” attach an explanation referencing the item number below.
Attach an explanation or description of the as-built condition for any items listed or for anything not listed but
shown on the approved construction plans.
Provide an as-built redline or Mylar drawing with the following:
I.Water Quality and Quantity Detention Basin Certification - FCSCM Vol.2, Ch.10
For multiple detention basins on a site, provide the following for each basin separately:
A. Volume: As-built topographic verification is attached at 1-foot (or less) contour intervals and
volume verification calculations for the water quality capture volume and the 100-year detention storage
volume.
1. Detention basin topography was prepared by a professional land surveyor registered in the state
of Colorado.
2.Both proposed and as-built contours are shown on the same plan sheet (dashed lines for
proposed and solid lines for as-built).
3.All critical spot elevations as shown on the approved construction plans have been verified and
the as-built elevations are shown on the plan sheet.
4.Stage-storage-discharge tables are provided on a separate document.
5.Verification that designed drain time is in compliance with Colorado Revised Statute § 37-92-
602(8) is attached and has been uploaded to the Statewide Compliance Portal
(tinyurl.com/COCompliancePortal) for approval. Uploaded documents must include:
a.The cover sheet from the approved drainage report
b.The stamped certification page from the approved drainage report
c.As-built topographic survey
d.Stamped certification page from the Overall Site & Drainage Certification
e.PDF output from the Stormwater Detention and Infiltration Design Data Speadsheet
Villages on Redwood
8/21/17
DCP 16-05, Building permits B1508344 thru B1508356
Yes
Yes
Yes
Yes
Yes
Yes
Accepted 8/29/2017 WL
12/15 Page 2
B.Water Quality and Quantity Detention Basin Grading: Attached is as-built verification that there is
a minimum 2% positive fall into the concrete trickle pans or flow-line(s) from all areas in the bottom of
the detention pond. If there is a “soft pan” in the flow-line, all areas still must meet the minimum 2%
grade requirement.
1.Low Flow: Choose one of the following detention basin low flow options as applicable:
a. Turf swale for low flow path in detention basin.
There is a minimum 2% grade in the flow-line(s) of the detention basin. The flattest as-built grade
is .
b.Concrete pan for low flow in detention basin.
There is a concrete pan installed that meets the grades as shown on the approved construction
plans. (Show as-built spot elevations.)
c.Soft pan for low flow in detention basin.
•Verify and document the soft pan material gradation, trench width and depth - to be verified
during construction by engineer. Picture documentation is preferred or engineer’s statement of
visual inspection and compliance. (Choose one below.)
o There is a soft pan with an underdrain installed that meets the design on the approved
construction plans. (Show the underdrain grades, bedding material, geotextile, spot elevations,
bends, cleanouts, etc.)
o There is soft pan installed without an underdrain but there is a type A or B soil. The soil
type must be documented by supplying verification from a registered professional geotechnical
engineer.
NOTE: Spot elevations are to be within 0.2 ft. +/-.
2. Side Slopes: The as-built side slopes of the detention basin have been calculated and are shown.
Indicate the side slope with an arrow and a numerical value (e.g., 6.25:1). The maximum slope allowed
is 4:1. Small areas of 3:1 may be acceptable, but slopes steeper than 3:1 must be stabilized or re-
graded. Provide documentation if a variance was granted for steeper slopes during the design process.
3.Spillway Certification: The following items must be field verified:
a.The location of the spillway is indicated on the as-built plan.
b.The width of the spillway is indicated on the as-built plan.
c.The elevation(s) of the spillway is shown on the as-built plan.
d.A concrete ribbon defines the location and grade of the spillway.
e.There is downstream scour protection in the spillway as per the construction plans. Indicate
type: (riprap size “D50” gradation and bedding type, geotextile, buried
riprap with inches of bury, etc.).
f.There are no obstructions in the spillway, such as trees, bushes, sidewalks, landscape
features, rocks, etc.
No
N/A
N/A
Yes
N/A
Yes
Yes
Yes
Yes
Yes
N/A
N/A
Yes
12/15 Page 3
4.Outlet Structure Certification
a.The orifice plate for the approved release rate is installed with the correct size and location of
the orifice.
b.The orifice plate for the water quality outlet is installed with the correct hole size, number of
rows and columns of holes.
c.The bottom hole on both the water quality and quantity outlets are at the bottom of the plate
so no water ponds in front of the plate.
d.The well screen is the correct material and is installed as shown on the construction plans.
e.100-year overflow grate elevation is . (Elev. A on detail D-46)
f.The top elevation of the water quality capture volume is . (Elev. B on detail
D-46)
g.Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the
top and bolted at the bottom.
h.The bottom of the outlet box has no obstructions or misalignments that will cause it to retain
runoff water and is sloped at 2% towards outlet.
II.Channels/Swales - FCSCM Vol.1, Ch.7, Sect.3&4
A. Capacity: The as-built capacity of all the major channels and swales has been verified. They meet
or exceed capacity requirements shown in the approved drainage study for this project.
1.All swales are located within the drainage easements as shown on the construction plans.
2.Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires
longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these
criteria are not met, the certification engineer will write a justification and propose mitigation for each
instance or have the issues corrected. If variances to these criteria have previously been approved and
are shown on the construction plans, no justification is needed.
3.As-built spot elevations on channels/swales are shown that correspond to spot elevations
shown on the approved construction plans.
4.All permanent erosion control measures are installed as shown on the approved construction
plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used
as part of this verification.)
5.All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the
system. (Pictures at tie-in points suggested.)
6.The minimum freeboard is provided for all channels and swales as shown on the approved
construction plans or as identified in the approved drainage study. (Show the freeboard provided on
the cross-sections as on the construction plan set or attached as separate documentation.)
7.The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees,
shrubs, sod, etc. infringe on the low flow portion of channels or swales.)
Yes
4965.2
N/A
N/A
N/A
Yes
N/A
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
12/15 Page 4
III.Storm Pipes (aka storm drains) - FCSCM Vol.1, Ch.6, Sec. 4
A. Storm Drain Pipe Capacity: The as-built capacity of all pipes installed on this project has been
verified and meets or exceeds the capacity requirements shown in the approved drainage study for this
project.
1.All storm drain pipe sizes and materials have been verified and are in conformance with the
approved construction plans. (Indicate on the plan and profile sheets that they have been verified.)
Material and size substitutions must be approved prior to installation. If a pipe size or material was
changed during construction, the certification engineer must attach the approval documents or supply
them with this certification. Approval documents must include a calculation documenting the capacity
equivalency (equal or greater) of the substituted size.
2.The longitudinal slope of the pipe is as shown on the approved construction plans. The
acceptable minimum slope is 0.4%. All slopes flatter than the designed slope on the construction plans
must be justified with capacity calculations on an attached sheet.
3.The as-built invert elevations have been verified and are shown on the plan and profile sheets of
the approved construction plans.
B.Storm Drain Pipe Installation Requirements: All pipes are installed in accordance with the
approved construction plans.
1.The minimum cover requirements for all pipes have been met as shown on the approved
construction plans. These will be called out in critical locations.
2.All encasements and clearances as specified on the approved construction plans have been met.
3.Any specific joint types or construction methods specified on the approved construction plans
have been met. (List on a separate sheet and attach to this certification.)
IV.Concrete Pans - FCSCM Vol.1, Ch.7, Sec.4.1.3.4
A. Construction/Installation: All concrete pans have been constructed in accordance with the
approved construction plans.
1.The concrete pans are the correct size/width as shown on the approved construction plans.
2.The longitudinal slopes of the pans are as shown on the approved construction plans. The
certification engineer must justify or mitigate longitudinal slopes less than the minimum of 0.4% unless
a flatter slope was approved and is shown on the approved construction plans. Provide mitigation or
justification by separate document.
3.The cross-section of the pan is as shown on the construction plans. (Specifically, the pan cross-
section is “V” shaped and meets the side slope shown on the detail.)
4.The concrete pans are a minimum of 6 inches thick without reinforcement and a minimum of 4
inches thick with a minimum of 6X6-W14xW14 reinforcement per detail D20B and D20C. (Provide
documentation of the reinforcement used if different than shown on the details or on the approved
construction plans.)
5.The spot elevations shown on the concrete pan(s) have been verified and are shown on the as-
built drawings.
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
12/15 Page 5
V. Storm Drain Inlets - FCSCM Vol.1, Ch.6, Sec. 3
A. Construction/Installation: All storm drain inlets have been constructed in accordance with the
approved construction plans.
1.The size and type of inlets are consistent with the inlets shown on the approved construction
plan. Indicate by writing “Verified” on each inlet on the plan sheet or list on a separate document the
inlet number(s), type and size (length). If the inlet installed is other than the one on the approved
construction plan detail sheet, provide the name and source of the detail with justification for equal or
better capacity.
2.The size of the inlet opening is consistent with the approved detail. (Check height and width.)
3.The elevation of the grate (if applicable) is at the elevation shown on the street profile or as
indicated by a spot elevation on the construction plans.
4.The as-built invert elevations of all pipes entering and leaving the inlet are shown on the plan
and profile sheets within construction tolerance of 0.2 feet. If substantially different, provide
justification and capacity calculations to show the capacity is not affected or propose mitigation.
5.The as-built size of the inlet box is as shown on the construction plans or an explanation or
justification is attached.
6.All inlet covers are stenciled or stamped with the following designation: NO DUMPING – DRAINS
TO POUDRE RIVER.
VI.Culverts - FCSCM Vol.2, Ch.9
A. Construction/Installation: All culverts have been constructed and/or installed in accordance with
the approved construction plans.
1.All culvert sizes have been verified as indicated on the as-built construction plans as correct.
2.The culvert material type for all culverts installed is as on the approved construction plans and is
indicated on the as-built plans.
3.The as-built invert “in and out” elevations have been verified and are indicated on the as-built
construction plans.
4.The culvert headwalls or wing walls have been installed as shown on the approved construction
plans. Headwalls or wing walls may be needed in the as-built conditions onsite if the slopes adjacent to
the culvert are greater than 4:1. Please note areas needing stabilization in the certification narrative.
An alternative to consider is a turf reinforcement mat (TRM).
VII.Sub-Drains
A. Construction/Installation: All sub-drains shown on the construction plans have been installed in
accordance with those plans. Sub-drains installed with the sanitary sewer are to be verified on the
sanitary sewer plan and profile sheets of the construction plans. (NOTE: Indicate any sub-drains installed
after the plans were approved on the as-built plans.)
1.The size of the sub-drains are as approved on the construction plans and are indicated on the as-
built plans.
2.The type of sub-drain, in particular the perforated and non-perforated sections of the drain, are
as indicated on the approved construction plans.
Yes
Yes
Yes
N/A
Yes
Yes
No
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
See the attached hydraulic
calcuations for the asbuilt
storm drain
12/15 Page 6
3.The cover requirements per the construction plans are provided.
4.The cleanouts have been installed at the locations shown on the construction plans and are
accessible for cleaning. (Cleanouts can be buried a maximum of 6 inches deep with their locations
marked.)
5.The backfill materials for sub-drains are as shown on the approved construction plans. (This
includes the type, depth and width.)
6.The geo-textile liner completely wraps the sub-drain and the permeable backfill material unless
shown otherwise on the approved construction plans. (Sub-drain pipe wrapped in a sock filter material
is accepted only if approved prior to installation.)
VIII.Curb Cuts
A. Construction: All curb cut openings are constructed in accordance with the approved construction
plans.
1.The size (width) of the curb cut opening is as shown on the approved construction plans.
2.The curb cut openings tie into a downstream swale, pipe, or other appurtenances with a smooth
transition and there no obstructions such as riprap or sod impeding the flow downstream of the curb
cut.
IX.Sidewalk Culverts & Chases
A. Construction/Installation: All sidewalk culverts have been installed at the locations shown on the
approved construction plans.
1.The size (width and length) of the culverts are as shown on the approved construction plans.
2.The cover plate is a minimum 5/8-inch galvanized plate bolted to a galvanized angle iron per the
detail shown on the approved construction plans or per the City’s detail.
3.The sidewalk culvert invert “in and out” elevations have been verified and are indicated on the
as-built plans.
4.The sidewalk culvert opening is as shown on the approved construction plans or per the City’s
detail.
5.There is a smooth transition both on the inlet and outlet ends of the sidewalk culvert with no
obstructions such as riprap or sod impeding the flow into or out of the sidewalk culvert.
X. Site Grading
A. Construction: All common open spaces have been graded in accordance with the approved
construction plans.
1.The grading on all common open spaces bordering private lots has been verified as correct and
the as-built rear lot corner elevations have been shown on the as-built plans.
N/A
N/A
N/A
N/A
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
12/15 Page 7
2.The as-built contours for “overlot grading” are shown on the as-built construction plans for all
common open spaces, tracts, outlots, etc. If not in compliance, please attach a narrative describing the
situation for noncompliance and when it may be corrected. An escrow for overlot grading may be
required. (NOTE: Residential Lot Grading Certification is a separate process from this Overall Site
Certification. It is understood that residential lots will be brought to final grade once the foundation is
backfilled so they may be lower than the plan shows at this Overall Site Certification stage.)
3.All turf reinforcement mats (TRMs) have been installed as shown on the approved construction
plans and the slopes are stabilized.
XI.Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3
A. Construction: All riprap has been installed in the locations and sizes indicated on the approved
construction plans.
XII.Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7
A. Construction: All fabric has been installed in the locations and sizes indicated on the approved
construction plans.
1.All fabric was installed per the details on the approved construction plans.
XIII.Post-Construction Site Cleanup - FCSCM Vol.3, Ch.7
A. Construction: All construction debris and obstructions of any kind have been removed from
drainage paths.
1.All construction debris has been removed except in staging area(s).
2.All ruts have been smoothed out in all construction areas.
3.All areas needing reseeding have been identified and future stabilization goals have been
coordinated with the Erosion Control Inspector and in accordance with FCSCM Vol.2 Chapter 12. Note
the area needing stabilization in the narrative.
XIV.Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12
A.The construction of channel drop structures is in accordance with the approved plan both in
location, horizontal dimensions and cross-section.
XV.Certification of LID and Water Quality Facilities - FCSCM Vol.3, Ch.4
A.Attached are the During Construction Inspection Checklist for Low Impact Development (LID) and
other items to be verified during construction, along with pictures and other required documentation.
N/A
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
12/15 Page 8
XVI. Certification and Erosion Control Measures
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 970-221-6700.
XVII.Statement of Compliance
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.
XVIII.Signature and Stamp by a Colorado-Registered Professional Engineer
Engineer’s contact information:
Name:
Email:
Phone:
Company:
Address:
PE Stamp
Jason Claeys
jclaeys@interwestgrp.com
970-347-8917
Interwest Consulting Group
1218 W. Ash Street, Suite A
Windsor, CO 80550 PE Stamp
1
Jason Claeys
From:Peter Hewitt <phewitt@deneuveconstruction.com>
Sent:Friday, August 25, 2017 2:29 PM
To:Jason Claeys
Cc:Mike Ailor; Jim Deitchler
Subject:RE: Redwood - Final Site Walk
Jason
Good afternoon. We have installed the 3 splash blocks, and adjusted all others for positive drain. We have installed
both right and left down spouts to direct water into splash blocks. Gap between berm and retaining wall is complete. All
other items are in progress.
Thank you,
Peter D. Hewitt - Site Superintendent
Deneuve Construction Services
Village on Horsetooth
Village on Redwood
720-220-2172
From: Jason Claeys [mailto:jclaeys@interwestgrp.com]
Sent: Friday, August 25, 2017 12:44 PM
To: Jim Deitchler <jdeitchler@deneuveconstruction.com>; Peter Hewitt <phewitt@deneuveconstruction.com>
Subject: Redwood - Final Site Walk
Jim / Peter,
The Redwood site looks great. I have a few general comments and gave a copy of my notes to Peter:
· Ensure that all downspout splash blocks have positive slope directing runoff away from the building foundation,
splash blocks are centered on the downspouts, and there are no obstructions at the end of the downspout
splash blocks.
· Place the 3 missing downspout splash blocks – one (1) on Unit C and two (2) Unit K
· Extend a gutter pipe from the downspout on Unit L, where the light pole is obstructing the downspout
runoff. Place the pipe to where it daylights directing runoff towards the sidewalk chase and not towards the
building foundation
· Back fill the depressions along the trickle pan directly south of the clubhouse to encourage runoff to drain to
trickle pan
· Confirm that the grading will be complete along the west side of the fence (west of Units E, F, and K) to allow
drainage to the west. Right now the grades at the silt fence are obstructing positive drainage to the west
· Fill the gap between the berm and the west end of the wall along the south side of the southern detention
pond.
If you can confirm that these are in process, I will include your email response with our submittal of the Site & Lot
Certifications. Please let me know if you have any questions.
Thanks,
2
Jason T. Claeys, P.E., LEED AP
Interwest Consulting Group | jclaeys@interwestgrp.com
1218 W Ash St, Suite A | Windsor, CO 80550
D 970.347.8917 | M 970.817.1712 | www.interwestgrp.com
This unofficial copy was downloaded on Apr-25-2017 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact Engineering Office 281 North College Fort Collins, CO 80521 USA
UNIT E
FFE=4971.53
UNIT C
FFE=4971.32
UNIT A
FFE=4970.92
UNIT B
FFE=4969.65
UNIT D
FFE=4970.20
UNIT F
FFE=4970.68
CLUB HOUSE
FFE=4969.08
LOCATED IN THE NORTHWEST ONE- QUARTER OF SECTION 1, TOWNSHIP 7 NORTH, RANGE 68 WEST OF THE 6TH PRINCIPAL MERIDIAN,
CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO
VILLAGE ON REDWOOD AS-BUILT TOPOGRAPHIC SURVEY
SHEET 1 OF 2
CLUB HOUSE
FFE=4969.08
UNIT L
FFE=4970.69
UNIT K
FFE=4969.81
UNIT I
FFE=4968.70
UNIT G
FFE=4968.76
UNIT H
FFE=4968.48
UNIT J
FFE=4969.20
LOCATED IN THE NORTHWEST ONE- QUARTER OF SECTION 1, TOWNSHIP 7 NORTH, RANGE 68 WEST OF THE 6TH PRINCIPAL MERIDIAN,
CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO
VILLAGE ON REDWOOD AS-BUILT TOPOGRAPHIC SURVEY
SHEET 2 OF 2
08/09/2017
Village on Redwood
Asbuilt Pond Elevations
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, June 2001
Stage Storage
Volume (pond volume calculated using the prismoidal formula):
Asbuilt Original
CONTOUR (FT)AREA (FT2)AREA (ACRE)VOLUME
(ACRE-FT)DEPTH (FT)CUMULATIVE VOLUME
(ACRE-FT)CONTOUR (FT)AREA (FT2)AREA (ACRE)VOLUME
(ACRE-FT)DEPTH (FT)CUMULATIVE VOLUME
(ACRE-FT)
4962.48 0.000 0.000 0.00 0.000 4962.33 0.00 0.000 0.000 0.00 0.000
4963.0 2043 0.047 0.008 0.52 0.008 4963.0 2019 0.046 0.010 0.67 0.010
4964.0 7814 0.179 0.106 1.52 0.114 4964.0 6600 0.152 0.094 1.67 0.104
4965.0 12755 0.293 0.234 2.52 0.348 4965.0 10636 0.244 0.208 2.67 0.312
4966.0 16804 0.386 0.338 3.52 0.686 4966.0 17563 0.403 0.320 3.67 0.632
0.425 4965.2 ft 0.425 4965.35 ft
Design Asbuilt Difference
Top of Berm Elev 4966.25 4966.00 -0.25 ft
Spillway Elev 4965.60 4965.30 -0.3 ft
Pond Bottom 4962.33 4962.48 0.15 ft
Top of Outlet Structure 4965.40 4965.20 -0.2 ft
Pond Volume 0.632 0.686 0.054 acre-ft
Required 100-yr Detention Volume =
Acre-Ft Interpolates to an Elev. of
Required 100-yr Detention Volume =
Acre-Ft Interpolates to an Elev. of
J.Claeys
Interwest Consulting Group
1237-112-00
August 21, 2017
4962.00
4962.50
4963.00
4963.50
4964.00
4964.50
4965.00
4965.50
4966.00
4966.50
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8
EL
E
V
A
T
I
O
N
(
F
T
)
DETENTION POND VOLUME (AC-FT)
DETENTION POND VOLUME
VERSUS ELEVATION
()
3
2121 DepthAAAA
V
++=
1237-112-00 PondCalcs.xls - Pond Stage Storage (Asbuilt)Page 1 of 1
Interwest Consulting Group
Village on Redwood
Asbuilt Pond Outlet Stage-Storage Discharge
Design Engineer:
Design Firm:
Project Number:
Date:
Orifice Equation
where:C = Orifice Discharge Coefficient
A o = Orifice Area (ft2)
g = Gravity (32.2 ft/s2)
Dh = Difference in Elevation Head (ft)
D o = Orifice Diameter (in)
Calculations
100-yr Orifice Sizing 100-yr Orifice Rating Table
Knowns: 100-yr Release Rate 6.96 cfs
100-yr WSEL 4965.2 ft 4962.5 0.00 0.000
4963.0 0.72 0.008
Pond Outlet Invert 4962.45 ft 4964.0 4.56 0.114
4965.0 6.41 0.348
Discharge Coefficient 0.65 4965.2 6.76 0.425
Tailwater Elevation 4962.45 ft
Orifice Diameter 12 9/16 in
Orifice Area 0.863 ft2
Centroid Elevation 4962.97 ft
Actual Release Rate 6.76 cfs
Pond Volume
(ac-ft)
J.Claeys
Interwest Consulting Group
1237-112-00
August 21, 2017
Elevation
(ft)
Discharge
(cfs)
hgC
QAhgCAQoo D
=⇒D=
2
2
p
o
o
AD576=
1237-112-00 PondCalcs.xls - Outlet Orifice (Asbuilt) Page 1 of 1 Interwest Consulting Group
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope =0.009 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs]
Watershed Length =926 ft 0.00 0 0.00 0.00
Watershed Area =4.92 acres 0.50 2,043 0.50 0.72
Watershed Imperviousness =49.9%percent 1.00 7,814 1.00 4.56
Percentage Hydrologic Soil Group A =percent 2.00 12,755 2.00 6.41
Percentage Hydrologic Soil Group B =percent 2.70 18,513 2.70 6.76
Percentage Hydrologic Soil Groups C/D =100.0%percent
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 =0.43 0.82 1.14 1.40 2.27 2.86 in
Calculated Runoff Volume =0.068 0.151 0.246 0.334 0.692 0.942 acre-ft
OPTIONAL Override Runoff Volume =acre-ft
Inflow Hydrograph Volume =0.067 0.150 0.246 0.333 0.692 0.942 acre-ft
Time to Drain 97% of Inflow Volume =1.9 2.1 2.2 2.1 2.2 2.6 hours
Time to Drain 99% of Inflow Volume =2.0 2.3 2.5 2.6 2.8 2.9 hours
Maximum Ponding Depth =0.45 0.62 0.75 0.85 1.40 1.87 ft
Maximum Ponded Area =0.04 0.08 0.11 0.14 0.22 0.28 acres
Maximum Volume Stored =0.010 0.019 0.031 0.044 0.149 0.267 acre-ft
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
Villages on Redwood - Detention Pond
City of Fort Collins
SDI_Design_Data_v1.08.xlsm, Design Data 8/21/2017, 3:53 PM
WQCV_Trigger =1
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Check Data Set 1 Check Data Set 1
Area
Discharge
Stormwater Detention and Infiltration Design Data Sheet
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TIME [hr]
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WQCV OUT
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SDI_Design_Data_v1.08.xlsm, Design Data 8/21/2017, 3:53 PM
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STORM 01 PROFILE
HORIZ. SCALE: 1"=30'
VERT. SCALE: 1"=3'
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VERT. SCALE: 1"=3'
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CALL BEFORE YOU DIG
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
1-800-922-1987
or 8-1-1
CALL 2-BUSINESS DAYS IN ADVANCE
BEFORE YOU DIG, GRADE OR EXCAVATE FOR THE
MARKING OF UNDERGROUND MEMBER UTILITIES.
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Environmental Planner
CHECKED BY:
Date
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Date
Date
Date
Date
Date
Date
NOTES:
1.PIPE LENGTHS ARE GIVEN FROM CENTER OF STRUCTURE TO
CENTER OF STRUCTURE.
2.LENGTH OF FES ARE INCLUDED IN PIPE LENGTHS.
3.MANHOLE RIM ELEVATIONS ARE APPROXIMATE. CONFIRM
FINAL ELEVATIONS PRIOR TO INSTALLATION.
4.RCP SHALL HAVE FLEXIBLE GASKET MATERIAL (WATER TIGHT
RUBBER GASKETS) CONFORMING TO ASTM C443 AND TYPE
4-G BELL SPIGOT JOINTS.
5.ALL PROPOSED STORM DRAIN IS PRIVATE.
0
30'
60301530
SCALE: 1" =
HORIZONTAL
VERTICAL
SCALE: 1" =3'
SECTION
STORM PIPE SUPPORT DETAIL
NTS
RECORD DRAWING
THIS RECORD DRAWING HAS BEEN PREPARED, IN PART, BASED UPON
INFORMATION FURNISHED BY OTHERS. WHILE THIS INFORMATION IS
BELIEVED TO BE RELIABLE, INTERWEST CONSULTING GROUP AND
THE CERTIFYING ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
ACCURACY OF THIS RECORD DRAWING DUE TO ANY ERRORS OR
OMISSIONS THAT MAY HAVE BEEN INCORPORATED INTO IT AS A
RESULT OF INCORRECT INFORMATION PROVIDED TO INTERWEST
CONSULTING GROUP AND THE CERTIFYING ENGINEER. THOSE
RELYING ON THIS RECORD DOCUMENT ARE ADVISED TO OBTAIN
INDEPENDENT VERIFICATION OF ITS ACCURACY.
DATE:
DENOTES RECORDED DATA PER
06/21/17
R&R Engineers - Surveyor, Inc
12/15 Page 1
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.
I.Compaction
A.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.The pipe trenches have been compacted in accordance with Section 02225-3.07.A.1. of the Fort Collins Development Construction
Standards (e.g., the trenches in the roadways are to be 95% of maximum density and all other areas are to be at 90%, both in accordance
with ASTM D698).
III. Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3
A.The riprap bedding is a granular bedding of the gradation and thickness indicated on the approved construction plans.
B.A filter fabric was installed instead of granular bedding and is the material shown on the approved construction plans or was an
approved equal. Provide documentation for an approved equal.
C.The riprap is the gradation shown on the approved construction plans with a D50 of .
D.The riprap thickness is as shown on the approved construction plans and extends to the horizontal limits shown.
E.The riprap is buried to the depth indicated on the approved construction plans. (A minimum of 6 inches of soil is required.)
IV. Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7
A.All fabric was installed per manufacturer’s specifications.
V. Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12
A.All cut-off walls have been installed in accordance with the approved construction plans. (Cut-off walls are required for irrigation
ditch crossings of storm drain pipes and at the end of flared end sections.)
Yes
Yes
Yes
No
Yes
Yes
Yes
Yes
N/A
12/15 Page 2
Permeable Interlocking Concrete Pavers
Post-excavation infiltration rates are consistent with design
infiltration capacity (for “full or partial infiltration” designs)
Impermeable liner meets design specifications
Impermeable liner attached to concrete perimeter wall
Impermeable liner is not exposed
Any penetrations of the impermeable liner have been sealed
and checked for water-tightness.
Meets specifications for:
-Dimensions
-Reinforcement
-Footings
Underdrain pipe is per design specifications
At least one cleanout is provided per underdrain lateral
Cleanout pipe is not perforated
Cleanout covers are installed and watertight
Underdrain is NOT wrapped in geotextile fabric
Underdrain orifice plate installed at outlet structure
Underdrain integrity tested after backfilling using TV and/or
water test
Base coarse (e.g., #2/4) has 90% fractured faces
Bedding coarse (e.g., #89) is thoroughly washed
Sub-base materials are installed and compacted according to
manufacturer’s specifications
PICP area is protected from construction site sediment,
including runoff from the upstream catchment and
Close Out
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12/15 Page 3
Bioretention Cells
Heavy equipment did not travel over bioretention cell during
excavation
Bottom of cell was “ripped” after excavation Photograph before/after “ripping”
Bottom of cell is flat and level Photograph
Excavated area is protected/surrounded by sediment/runoff
control BMPs during construction
Photograph
Overflow inlet elevation is set above bioretention media per
plan (typically 12 inches)
Overflow inlet invert elevation is at least 3 inches below
containment wall/berm (to direct overflow into inlet)
Measure/record distance between inlet and top of
containment wall/berm
Upstream catchment drains to inlet
Forebay is installed according to design specifications
Forebay has flat, concrete bottom
Outlet structure/overflow elevation is confirmed Measure/record distance from overflow to top of media
filter
Impermeable liner meets design specifications
Impermeable liner attached to concrete perimeter wall
Impermeable liner is not exposed
Underdrain pipe is per design specifications
At least one cleanout is provided per underdrain lateral
Cleanout pipe is not perforated
Cleanout covers are installed and watertight
Underdrain is NOT wrapped in geotextile fabric
Underdrain orifice plate installed at outlet structure
Underdrain integrity tested after backfilling using TV and/or
water test
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12/15 Page 4
Filter Media
Filter media composition is per design specifications
Filter media was “machine mixed” by supplier prior to delivery
Filter media installed flat and level
Other Structural Components
Containment wall/berm is continuous and level
Landscaping
Final landscaping does NOT include sod
Final landscaping (wood/rock mulch) is flat and level
Vegetation is planted according to landscape design
specifications
Verify that weed barrier is not installed
Temporary irrigation installed If N/A, then verify that permanent irrigation is installed to
establish/maintain vegetation
Close Out
Upstream catchment stabilized prior to diverting runoff into
bioretention cell
Signature:
Name:
Title:
Email:
Phone:
Company:
Address:
4
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JIM DEITCHLER
SUPERINTENDENT
jdeitchler@deneuveconstruction.com
970 499-6975
Deneuve Construction
2344 Spruce St. Ste. B
Boulder, Co. 80302
Villages on Redwood
Rain Garden Material Submittal
Hageman Earth Cycle
Bestway Concrete & Aggregates
10/25/16
INTERWEST CONSULTING GROUP
APPROVED
BY DATE
This review was performed only for general conformance with the
design concept of the project and general compliance with the
information given in the Contract Documents. Modifications or
comments made on the shop drawings and product data during this
review do not relieve the Contractor from responsibility for
compliance with the requirements of the plans and specifications.
Contractor is responsible for: dimensions and quantities; information
that pertains solely to the fabrication processes or to the means and
methods of construction; coordination of the work of all trades.
APPROVED AS CORRECTED
REJECTED
REVISE AND RESUBMIT
FOR INFORMATION ONLY
4
jclaeys 10/25/2016
Note:
It strongly recommend that CTL observe the bottom of the rain garden
excavation to confirm that the rain garden aggregates will be placed on
the sandy gravel they tested earlier for percolation rates. The City has
been strict on the construction of rain gardens and having a memo or
letter from CTL will be sure that we don’t have any problems later.
Here are the approximate mixing proportions for our BSM. (Bio-Retention Sand Media) that we
have used in several project drainage areas.
BSM Material
Mixing Spreadsheet
Material % of CY
Cedar 10%
SAND 65%
Compost 15%
Topsoil 10%
Total Material /CY 100%
Soil, Water, and Plant Testing Lab
A319 NESB
200 W. Lake St.
Fort Collins, CO 80523
970-491-5061
Soil Analysis Report Billing:
Submitted By:Roger Hageman/Hageman Earth Cycle Lab No.H455d
3501 E Prospect Rd Date Received:9/20/2016
Fort Collins CO 80525 Date Reported:10/3/2016
Sample ID:BSM Sample Date:9/20/2016
Amendment Type:unknown
Parameter As Received Basis Dry Matter Basis method*Level
Total Solids (%)97.5 100 03.09-A ….
Moisture (%)2.5 0 03.09-A ..
Organic Matter (%)5.7 5.8 05.07-A ..
Ash (%)91.8 94.2 05.07-A ….
Soluble Salts (1:5, mmhos/cm)0.4 04-10-A .
Soluble salts (paste, mmhos/cm)3.5 …
pH 1:5 8.8 04-11-A ….
pH (paste)7.9 …
lbs/ton lbs/ton
Total Nitrogen (%)0.0389 0.8 0.040 0.8 04.02-D …
Organic Nitrogen (%)0.0364 0.7 0.037 0.7 Calc …
Ammonium-Nitrogen (%)0.0008 0.0008 04.02-C ..
Ammonium-Nitrogen (ppm)7.9 8.1 04.02-C ..
Nitrate-Nitrogen (%)0.0017 0.0017 04.02-B ..
Nitrate-Nitrogen (ppm)17.0 17.4 04.02-B ..
Total Phosphorus as P (%)0.0125 0.3 0.013 0.3 04.03-A …
Total Phosphorus as P2O5 (%)0.0286 0.6 0.029 0.6 04.03-A …
Total Potassium as K (%)0.0538 1.1 0.0552 1.1 04.04-A …
Total Potassium as K2O (%)0.0646 1.3 0.0662 1.3 04.04-A …
total C (%)1.667 1.71 ..
C/N ratio 42.9 42.9 Calc ….
Ammonium-N/Nitrate-N Ratio 0.47 0.47 Calc .
Lime (% calcium carbonate)8.83 9.06 6E1c**….
meq/100g meq/100g
Extractable calcium (mg/kg)15550 77.750 15949 79.7 9-3.1***….
Extractable magnesium (mg/kg)1107 9.225 1135 9.5 9-3.1***….
Extractable sodium (mg/kg)342 1.487 351 1.5 9-3.1***…
Extractable potassium (mg/kg)368 0.944 377 1.0 9-3.1***…
water soluble Ca (mg/kg)10650 53.250 10923 54.6 9-3.1***….
water soluble Mg (mg/kg)976 8.133 1001 8.3 9-3.1***…
water soluble Na (mg/kg)85.4 0.371 88 0.4 9-3.1***..
water soluble K (mg/kg)303 0.777 311 0.8 9-3.1***…
Exchangeable Ca (mg/kg 4900 24.500 5026 25.1 9-3.1***….
Exchangeable Mg (mg/kg 131 1.092 134 1.1 9-3.1***…
Exchangeable Na (mg/kg)256.6 1.116 263 1.1 9-3.1***…
Exchangeable K (mg/kg)65.0 0.167 67 0.2 9-3.1***..
CEC (meq/100g)28 4B4b1**….
Saturated paste calcium (meq/L)11.8 4F3b**…
Saturated paste magnesium (meq/L)16.3 4F3b**…
Saturated paste sodium (meq/L)10.4 4F3b**…
Saturated paste potassium (meq/L)3.0 4F3b**..
Sodium Adsorption Ratio (SAR)2.8 4F3b**..
Plant available phosphorus (ppm)64.5 66 AB-DTPA ….
Plant available potassium (ppm)282.7 290 AB-DTPA ….
Plant available zinc (ppm)4.1 4.2 AB-DTPA …
Plant available iron (ppm)8.3 8.5 AB-DTPA …
Plant available manganese (ppm)4.8 4.9 AB-DTPA …
Plant available copper (ppm)1.9 1.9 AB-DTPA …
total zinc (ppm)12.4 12.7 3050/6010 …
total iron (ppm)4105 4210 3050/6010 ….
total manganese (ppm)80.7 83 3050/6010 …
total copper (ppm)4.0 4.1 3050/6010 …
*Unless otherwise noted, methods are from "Test Methods For The Examination of Composting and Compost.2001, W.H Thompson (ed)
**From Soil Survey Laboratory Methods Manual, Soil Survey Investigations Report, No. 42,Version 3, 1996.
EPA methods 3050(digestion) and 6010 (analysis)from SW-846. ***Methods of Soil Analysis. A.L. Page (ed), ASA, 1982
AB-DTPA is ammonium bicarbonate-DTPA.
The organic matter is elevated and the C/N ratio is very high indicating that nitrogen may b be immobilized by high carbon.
The total nitrogen is at a moderate level, however this product will help supply some nitrogen to the soil.
The salts are high in the paste indicating that this material may present problems for salt sensitive plants if over -applied.
Nitrate-N is higher than ammonium-N indicating that this material has matured somewhat.
All other nutrients are at sufficient levels for plant growth.
The levels of nutrients are as follows:
Low . Medium .. High … Very High ….
The report on the previous page is designed primarily for composts, potting soils, manures, or other organic
products that are used as soil amendments to improve soil structure or as stand alone products such as organic potting soil
where plants are grown in the material directly.
The following is an explanation of the parameters measured:
Total Solids (%): The percentage of actual solid material in the product minus the water.
Moisture (%): The percentage of water in the material.
Organic Matter (%): The percentage of carbon based material such as sticks, leaves, or plant material.
Chemically, it includes carbon compounds such as cellulose, hemicelluloses, protein, and
carbohydrates.
Ash (%): The amount of residue left over after the sample is ashed at 550C. This may be comprised
of soil or anything else that is resistant to high temperatures.
Soluble Salts (1:5, mmhos/cm): A measure of the total salts in the soil based on a mixture of 1 part soil to 5 parts water .
An acceptable range for a class I compost is 0-5 mmhos/cm. This can be used in most
situations unless the soil's salts are more than 2 mmhos/cm.
: A measure of the total salts in the soil based on a mixture of soil to water to create a
saturated paste. A value of 2 mmhos/cm or more indicates that the salts are high and may
be a problem if plants are grown in a material such as potting soil directly.
pH 1:5 : A measure of pH based on a mixture of 1 part soil to 5 parts water. An acceptable range is
6.0-8.4 for a class I compost.
pH (paste): A measure of pH based on a mixture of soil to water to create a saturated paste. An
acceptable range is 6.0 to 8.4. A paste pH value is useful for potting mixes since it simulates
what the plant will encounter when the mix is saturated with water or at field capacity.
Total Nitrogen (%): A measure of the inorganic nitrogen that includes ammonium-N and nitrate-N plus organic
nitrogen.
Organic Nitrogen (%): Nitrogen that is in an organic form such as protein, amino acids, or alkaloids. It must
be converted to ammonium-N and nitrate-N by microbial activity before plants
can use it as a nitrogen source.
Ammonium-Nitrogen (%): The percent of inorganic nitrogen that is soluble in water that can be used immediately
by plants. It is usually converted to nitrate-N by microbial activity as the soil temperature
increases.
Ammonium-Nitrogen (ppm): Ammonium-nitrogen expressed as ppm.
Nitrate-Nitrogen (%): The percent of inorganic nitrogen that is soluble in water that can be used immediately
by plants.
Nitrate-Nitrogen (ppm): Nitrate-nitrogen expressed as ppm.
Total Phosphorus as P (%): Mineral P, ortho-P and organic P. As the compost decomposes it will convert mineral P
and organic P to ortho-P, which is the form of P that plants will use from the soil.
Soluble salts (paste, mmhos/cm)
Total Phosphorus as P2O5 (%): Total P times 2.29 to express P as P2O5 in percent. Having P expressed as P2O5 will help
in comparing this product with other fertilizer/compost products
Total Potassium as K (%): Mineral K, organic K, and water soluble or plant available K. As the compost decomposes
the mineral K and organic K will convert to plant available K.
Total Potassium as K2O (%): Total K times 1.2 to express K as K2O. Having K expressed as K2O will help in comparing
this product with other fertilizer/compost products.
C/N ratio : This is the ratio of total carbon to total nitrogen. Class I composts have C/N ratios of less
than 12. As the C/N ratio increases, nitrogen may become immobilized and unavailable for
plant growth due to increased microbial activity. Composts with higher C/N ratios can still
be used effectively if they are not over-applied.
:The ratio of ammonium-N to nitrate-N. A high ratio indicates that ammonium-N is much
greater than nitrate-N and that the material has not composted long enough. A small ratio
indicates that most of the ammonium-N has been converted to nitrate-N indicating that
the material has significantly composted and has reached or is reaching the end of the
composting process. A class I compost has an ammonium-N/nitrate-N ratio of < 4.
The following is an explanation of the parameters measured (continued):
Lime (% calcium carbonate): Lime usually consists of either calcium carbonate or magnesium carbonate, but is
expressed as percent calcium carbonate or percent calcium carbonate equivalence. Low
lime is 0-1%, medium lime is 1-2%, high lime is 2-5%, and very high lime is greater than 5%
Lime can range from <1% to over 40%. Plants can still grow well in high lime composts.
Sodium Adsorption Ratio (SAR): This is the ratio of sodium to calcium and magnesium. The calculation is:
Na/√(Ca+Mg)/2, where the values for Na, Ca, and Mg are expressed as meq/L. (Take the square
root of the denominator). A compost or soil is sodic (high in sodium) if the SAR is > 13.
Adding a compost high in sodium can cause drainage problems due to a change in soil
structure.
Plant available phosphorus (ppm) Available forms of nutrients are removed from the compost or soil by plants to promote
Plant available potassium (ppm) growth. These are rarely deficient in composts, but they may be deficient in soils .
Plant available zinc (ppm) High phosphorus and potassium are rarely toxic, however high potassium can be associated
Plant available iron (ppm) with high salts. Potassium at levels usually greater than 1000 ppm have usually been
Plant available manganese (ppm) amended with manure products than can make the compost high in salts. Composts high
Plant available copper (ppm) in salts need to be managed carefully to avoid over applications to the soil.
total zinc (ppm) Total nutrients include mineral forms that are associated with rocks, or organic
total iron (ppm) forms that may be part of carbon compounds in plant material or manure, and plant
total manganese (ppm)available or soluble forms that plants readily use for growth. This represents the nutrients
total copper (ppm)that are immediately available to plants and the nutrients that may eventually become plant
available as the material decomposes.
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Central Rain Garden Construction by Kneebone Excavating
Central Rain Garden Construction by Kneebone Excavating
Southern Rain Garden Construction by Kneebone Excavating
Southern Rain Garden Construction by Kneebone Excavating
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