HomeMy WebLinkAboutSite Certifications - 11/16/2018
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
October 29, 2018
Mrs. Heather McDowell
City of Fort Collins
700 Wood Street
Fort Collins, Colorado 80521
RE: Site Certification for Maple Mixed Use
Fort Collins, Colorado
Dear Heather:
This drainage certification letter is provided to verify as-constructed conditions for Maple Mixed Use.
Northern Engineering completed survey work October 4, 2018 to verify general compliance with the
Final Utility Plans for Maple Mixed use dated November 11, 2016, including revised drawings
dated 6/05/2018, 7/26/2018, 8/7/2018, and 8/28/2018 by Northern Engineering.
Included in this drainage certification submittal are the following:
Attachment 1 - City of Fort Collins Overall Site and Drainage Certification Form.
Attachment 2 - City of Fort Collins During Construction Inspection Checklist and photographs
provided by contractor.
Attachment 3 - As-constructed detention pond, rain garden, and LID calculations.
Attachment 4 - As-constructed record drawings for Grading and Storm Drain Plan and Profile
Sheets.
Based on the calculations shown in Attachment 3, the as-built detention pond and rain garden
volumes are in Table 1. The as-built detention pond within the parking lot will restrict the flows
from the site. LID treatment is provided by a rain garden, roof top planters, and landscape buffers
per LID Conformance Report dated August 28, 2018 (included as part of Attachment 3).
Table 1: Pond Record Volumes
Pond Design Water Vol. As-built Water Vol. (ft3)
Parking Lot Detention 685 ft3 775 ft3
Garage Rain Garden 130 ft3 207 ft3
We have concluded, based on the attached information and personal site inspection, that the
drainage features for the project site have been constructed in substantial compliance with the
above referenced Final Utility Plans, with the following exceptions:
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
• Item I.B.3.a: The approved design drawings called for detention to be provided within
the inundation of the eastern side of the underground parking structure. Therefore, the
driveway access locations will act as the spillway for this pond.
• Item I.B.3.b: The approved design drawings called for detention to be provided within
the inundation of the eastern side of the underground parking structure. The driveway
access locations will act as the spillway for this pond. Therefore, the width of the
spillway is the width of the driveway access locations.
• Item III.A.2: The Front Storm Drain Line from Drain Basin 1-1 to Drain Basin 1-2,
shown on the utility plan (Sheet C300), was constructed with a slope flowing less than
0.40%. (A slope of 0.34% was constructed.) We have re-analyzed this storm line and
compared to the hydraulic grade line. As shown in Figure 1, there is minimal change to
the 100-year HGL.
• Item III.A.2: The Front Storm Drain Line from Drain Basin 1-4 to Drain Basin 1-5,
shown on the utility plan (Sheet C300), was constructed with a slope flowing less than
0.40%. (A slope of 0.08% was constructed.) We have re-analyzed this storm line and
compared to the hydraulic grade line. As shown in Figure 1 there is minimal change to
the 100-year HGL.
• Item III.B.2: Northern Engineering did not observe construction. Northern Engineering
was unable to verify the clearances between the storm drain pipes and any crossing
utilities.
• Item III.B.3: Northern Engineering did not observe construction. Northern Engineering
was unable to verify the joint types and construction methods used for the storm drain
pipes.
Figure 1:Front Storm Drain Hydraulic Profile
Drain Line from
Basin 1-4 to 1-5 Drain Line from
Basin 1-1 to 1-2
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
• Item VII.A.6: According to the contractor, the underdrains were not wrapped in
geotextile fabric. The approved design drawings did not require the underdrains to be
wrapped with a geotextile fabric. However, the entire rain garden was wrapped with an
impermeable liner per the approved design drawings.
• Item XIII.A.1: At the time of Northern Engineering’s site investigation, construction
debris was not removed throughout the project site.
Please feel free to contact me with any questions you may have.
NORTHERN ENGINEERING SERVICES, INC.
Frederick S. Wegert, PE
Project Engineer
10/29/18
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
Attachment 1
8/16 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
Maple Mixed Use
October 17, 2018
B1700802
Yes
Yes
Yes
Yes
Yes
Yes
8/16 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.
Yes
N/A
N/A
Yes
Yes
N/A
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Concrete Driveway
8/16 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
4989.43
Yes
Yes
N/A
N/A
Yes
N/A
Yes
N/A
N/A
N/A
N/A
Yes
N/A
N/A
N/A
8/16 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
No
Yes
Yes
Yes
No
No
Yes
Yes
Yes
Yes
Yes
Yes
8/16 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 Type C, R, 13 and 16 inlet covers are stenciled or stamped with the following (or an
equivalent) 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
Yes
Yes
Yes
Yes
N/A
N/A
N/A
N/A
N/A
Yes
Yes
Yes
8/16 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.
Yes
Yes
Yes
No
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Yes
Yes
8/16 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
N/A
N/A
N/A
N/A
No
No
Yes
Yes
8/16 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
Frederick S. Wegert
fred@northernengineering.com
(970) 568-5408
Northern Engineering
301 N. Howes Street, Suite 100
Fort Collins, Colorado 80521
10/17/18
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
Attachment 2
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
Attachment 3
Project:
Date:
Outlet Elevation:4988.96 685 ft3
Grate Elevation:4988.96
Crest of Pond Elev.:4989.45 4989.43
Maximum
Elevation
Minimum
Elevation cu. ft.acre ft cu. ft.acre ft
4988.96 N/A 0.0 0 0.0 0.00 0.0 0.00
4989.0 4989.0 8.3 0.0 0.2 0.00 0.2 0.00
4989.2 4989.0 659.7 0.2 66.8 0.00 67.0 0.00
4989.4 4989.2 4,145.0 0.2 480.5 0.01 547.4 0.01
4989.45 4989.4 4,945.3 0.1 227.3 0.01 774.7 0.02
As-Built Parking Lot Pond Stage Storage Curve
Contour Contour
Surface Area
(ft2)
Depth
Incremental Volume Cummalitive Volume
Pond Stage Storage Curve
574-007
Fort Collins, Colorado
F. Wegert
Parking Lot
Elev at Design Volume:
Maple Mixed Use
10/17/2018
Pond Outlet and Volume Data
Design Volume:
Project Number:
Project Location:
Calculations By:
Pond No.:
10/17/2018 10:45 AM D:\Projects\574-007\Drainage\Detention\
574-007_AB_Parking Lot_Stage-Storage.xlsx\Pond
Project:
Date:
Bottom Elevation:4988.54 130 ft3
Crest of Pond Elev.:4990.11 4989.58
Maximum
Elevation
Minimum
Elevation cu. ft.acre ft cu. ft.acre ft
4988.54 N/A 0.0 0 0.0 0.00 0.0 0.00
4988.7 4988.5 130.0 0.2 11.0 0.00 11.0 0.00
4989.0 4988.7 135.0 0.3 38.4 0.00 49.5 0.00
4989.5 4989.0 141.1 0.5 69.0 0.00 118.5 0.00
4990.0 4989.5 147.2 0.5 72.1 0.00 190.6 0.00
4990.1 4990.0 148.5 0.1 16.3 0.00 206.8 0.00
Project Number:
Project Location:
Calculations By:
Pond No.:
As-Built Garage Rain Garden Stage Storage Curve
Contour Contour
Surface Area
(ft2)
Depth
Incremental Volume Cummalitive Volume
Pond Stage Storage Curve
574-007
Fort Collins, Colorado
F. Wegert
Rain Garden
Elev at Design Volume:
Maple Mixed Use
10/9/2018
Pond Outlet and Volume Data
Design Volume:
10/17/2018 11:39 AM D:\Projects\574-007\Drainage\Detention\
574-007_AB_Rain Garden_Stage-Storage.xlsx\Pond
Project Number:Project:
Project Location:
Calculations By:Date:
Pond No.:
Description Area (ft2)Depth of Box
(ft)
Depth of
Biomaterial (ft)
As-Built Volume
(ft3)
Required
Volume (ft3)
Northeast Planter Box 58 3 2.21 46
North Mid-East Planter Box 53 3 2.21 42
South Mid-East Planter Box 75 3 2.21 59
Southeast Planter Box 158 3 2.21 125
273 291
Northwest Planter Box 58 3 2.17 49
North Mid-West Planter Box 53 3 2.17 45
South Mid-West Planter Box 75 3 2.17 62
Southwest Planter Box 158 3 2.17 132
287 267
560 558
Asbuilt Buffer
Area (ft2)
Asbuilt Run- On
Area (ft2)
Total Asbuilt
Area (ft2)
Required Area
(ft2)
1,074 0 1,074 1,074
1,014 443 1,457 1,443
LID Volumes & Areas
574-007
Fort Collins, CO
Maple Mixed Use
10/17/2018F. Wegert
Planter Boxes & Buffers
Planter Box Volume Data
Landscape Buffer Areas
Description
South Landscape Buffers
West Landscape Buffers
Total Volume Eastside
Total Volume Westside
Total Volume of Planter Boxes
LID Conformance Report
Date: August 28, 2018
Project: Maple Mixed Use Project No. 574-007
Fort Collins, Colorado
Attn: Stormwater Staff
City of Fort Collins Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
Stormwater Staff:
This letter serves to document conformance of the above referenced project with City of Fort Collins Low
Impact Development (LID) requirements. In particular, the project is meeting Section 3.1 of the Fort
Collins Stormwater Amendments to the Urban Drainage and Flood Control District Criteria Manual,
including Section3.1 (a)(1) requiring that no less than 50% of any newly added impervious area be treated
using one or more LID techniques and Section 3.1(a)(2) and requiring that no less than 25% of all new
paving use a permeable pavement technology that is considered an LID technique OR requiring that no
less than 75% of any newly added impervious area be treated using one or more LID techniques with no
minimum requirement for permeable pavement.
Section 3.1(a)(1)
The entire project site has an impervious area of 25,814 sf. This results in a minimum required LID
treatment area of 12,907 sf. The project is treating 17,079 sf of the project area using bio-retention
planters that will be located in the second-floor courtyard and is also treating 3,892 sf of the project using
a raingarden located within the garage. Finally, the project is treating an additional 2,517 sf of additional
area using Landscape Buffers that will have an engineered soil section to promote infiltration. The total
project area treated by LID techniques is 23,488 sf, which is 82.40% of the total project area.
Section 3.1(a)(2)
The project is not proposing any areas of exposed impervious paving for parking, removing the requirement
for permeable pavement to be used on this project.
An exhibit has been provided to illustrate the topics outlined. Please feel free to contact me if you have
any questions.
Sincerely,
Andrew Reese Nicholas W. Haws, PE
Project Engineer Project Manager.
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
Attachment 4
TT
W
W
W
CS
VAULT
ELEC
FO
VAULT
ELEC
S S
CSW
CONTROL
IRR
C
VAULT
ELEC
W
E
E
G G G G G
CTV CTV CTV CTV CTV EEEEEE E
W
G
G
G
G
G
G
G
G
G
G
W W
WW
W W W W W W W W
W
W W W W
E
E
E
E
E
E
E
E
E
E
E
E
E
CT
V
CT
V
CT
V
CT
V
CT
V
CT
V
CT
V
CT
V
CT
V
CT
V
CTV
IRR
SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS
ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
WASHINGTON PARK, LLC
301 N. HOWES STREET
JESS L & DICK L. GRIES
312 N. MELDRUM STREET
CITY OF FORT COLLINS
300 LAPORTE AVENUE
WASHINGTON PARK, LLC
301 N. HOWES STREET
WASHINGTON PARK, LLC
301 N. HOWES STREET
JAMES E. & CAROL S. BURRILL
305 MAPLE STREET
SS S
SS
S
SS S
W
W
W
W
W
W
W
W
TFTF
UP
UP
UP
UP
MAPLE STREET
(100' ROW)
ME
L
D
R
U
M
S
T
R
E
E
T
(1
0
0
'
R
O
W
)
AL
L
E
Y
(2
0
'
R
O
W
)
SAN MH
RIM=4991.09
INV IN=4981.10 (S) 6" CIP
INV IN=4979.99 (N) 6" CIP
INV IN=4979.54 (W) 12" CIP
INV OUT=4979.54 (E)
APPROXIMATE LOCATION OF
EXISTING GAS LINE
APPROXIMATE LOCATION OF
EXISTING 8" WATER LINE
EXISTING 3 4" WATERSERVICE TO BE REUSED
FOR IRRIGATION
EXISTING SANITARY SERVICE
TO BE REUSED
EXISTING WATER SERVICE (TYP.)
EXISTING WATER SERVICE (TYP.)
APPROXIMATE LOCATION OF
EXISTING 12" SANITARY SEWER
APPROXIMATE LOCATION OF
EXISTING 16" WATER LINE
EXISTING SANITARY SERVICE TO BE
REPLACED WITH 6" PVC SERVICE
APPROXIMATE LOCATION OF
EXISTING ELECTRIC LINE
TO BE RELOCATED OR
ABANDONED AS NEEDED
APPROXIMATE LOCATION OF
EXISTING GAS LINE
EXISTING ELECTRIC FACILITIES
EXISTING ELECTRIC LINE
EXISTING CABLE LINE
PROPOSED ELECTRIC
TRANSFORMER
APPROXIMATE LOCATION OF
EXISTING 6" SANITARY SEWER
PROPOSED 6"
FIRE SERVICE
EXISTING 3 4" WATER SERVICETO BE REUSED FOR COMMERCIAL
PROPOSED 3"
RESIDENTIAL WATER SERVICE APPROXIMATE LOCATION OF
EXISTING 15" STORM SEWER
STORM DRAIN A
SEE SHEET C301
EXISTING WATER SERVICE
FOR ADJACENT PROPERTY
EXISTING SANITARY SERVICE
FOR ADJACENT PROPERTY
APPROXIMATE LOCATION OF
EXISTING CABLE LINE
TO BE RELOCATED OR
ABANDONED AS NEEDED
PROPOSED SUBDRAIN
PROPOSED SUBDRAIN
PROPOSED CATCH BASIN (TYP.)
N:132439.86
E:193485.22
N:132440.80
E:193295.32
N:132590.80
E:193296.01
N:132589.85
E:193485.97
SAN MH
RIM=4989.55
INV IN=4978.61 (S) 6" CIP
INV IN=4977.93 (W)
INV OUT=4977.85 (E)
LANDSCAPE
BUFFER (TYP.)
LANDSCAPE
BUFFER (TYP.)
PROPOSED
AREA INLET
PROPOSED
AREA INLET
PUBLIC STORM DRAIN
PRIVATE STORM DRAIN
BASIN 1-3 (w/ SOLID LID)
INV. IN=4987.79 (N)
INV. OUT=4987.79 (E)
FG=4990.63
BASIN 1-5
INV. IN=4988.20 (N)
INV. OUT=4988.20 (S)
FG=4990.00
BASIN 1-6
INV. IN=4988.37 (N)
INV. OUT=4988.37 (S)
FG=4990.00
BASIN 1-4
INV. IN=4988.00 (N)
INV. OUT=4988.00 (S)
FG=4990.00
BASIN 1-7
INV. OUT=4988.47 (S)
FG=4990.00
BASIN 1-1
INV. IN=4987.16 (W)
INV. OUT=4987.16 (E)
FG=4989.41
BASIN 1-2
INV. IN=4987.52 (W)
INV. OUT=4987.52 (E)
FG=4989.56
BASIN 1
INV. IN=4986.93 (W)
INV. OUT=4986.93 (E)
FG=4988.89 SD CONNECTION
INV. IN=4985.90 (W)
INV. IN=4985.52 (N)
INV. OUT=4985.52 (S)
FG=4988.80
18.67 LF 6" HDPE @ 5.55%
43.91 LF 6" HDPE @ 0.50%73.17 LF 6" HDPE @ 0.50%52.27 LF 6" HDPE @ 0.50%
41
.
0
8
L
F
6
"
H
D
P
E
@
0
.
5
0
%
41
.
4
2
L
F
6
"
H
D
P
E
@
0
.
5
0
%
33
.
5
0
L
F
6
"
H
D
P
E
@
0
.
5
0
%
19.69 LF 6" HDPE @ 0.50%
DR
A
I
N
A
G
E
EA
S
E
M
E
N
T
5' UTILITY
EASEMENT
9' UTILITY EASEMENT
9' UTILITY EASEMENT
D
D
H2O
V.P.W
F
F
C.O.
C.O.
SD
SD
SD
SD
SD SD SD SD SD SD SD
Sheet
Of 15 Sheets
MA
P
L
E
M
I
X
E
D
U
S
E
30
1
N
o
r
t
h
H
o
w
e
s
S
t
r
e
e
t
,
S
u
i
t
e
1
0
0
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
8
0
5
2
1
E
N
G
I
N
E
E
R
N
G
I
E
H
T
R
O
N
R
N
PH
O
N
E
:
9
7
0
.
2
2
1
.
4
1
5
8
ww
w
.
n
o
r
t
h
e
r
n
e
n
g
i
n
e
e
r
i
n
g
.
c
o
m
11.10.16
NORTH
( IN FEET )
0
1 INCH = 20 FEET
20 20 40 60
C300
UT
I
L
I
T
Y
P
L
A
N
NOTES:
1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY
OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN
THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE
CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES
AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES.
2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER THE CITY OF FORT COLLINS
STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION.
3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE
NOT TO SCALE.
4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS
SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE
SUBJECT TO CHANGE IN THE FIELD.
5. MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL
SANITARY SEWER MAINS, WATER MAINS, AND SERVICES.
6. REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
7. LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN
THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN
ACCORDANCE WITH CITY STREET REPAIR STANDARDS.
8. ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS
WELL AS STREETS, SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED OR
REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR
RESTORED TO CITY OR FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE
PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE
ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY.
9. REFER TO PLUMBING PLANS FOR ALL WATER SERVICE AND SANITARY SEWER SERVICE
LOCATIONS. IF CONFLICT OCCURS, BOTH THE PLUMBING ENGINEER AND CIVIL
ENGINEER SHALL BE CONTACTED PRIOR TO INSTALLATION OR ORDERING OF
MATERIALS.
10. ALL SANITARY SEWER SERVICE CONNECTION INVERTS AND LOCATIONS BASED ON
BEST AVAILABLE DATA. CONTRACTOR TO VERIFY LOCATION PRIOR TO CONSTRUCTION
AND NOTIFY ENGINEER OF ANY DISCREPANCIES.
11. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX
STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED
END SECTIONS.
12. ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND
INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF
FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE
R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE
'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443/C877
FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). STORM DRAINS SHOWN ON
THIS DRAWING AS POLYVINYL CHLORIDE (PVC) SHALL BE SDR-35 OR APPROVED EQUAL.
13. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND
POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF
ANY POTENTIAL CONFLICTS.
14. CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE, FIBER, GAS,
AND ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY
PROVIDERS TO FACILITATE THE INSTALLATION OF THE PROPOSED STORM DRAIN,
METER VAULT, AND UTILITY SERVICES.
15. A FLOODPLAIN USE PERMIT AND NO RISE CERTIFICATION WILL BE REQUIRED PRIOR TO
ANY WORK OCCURRING WITHIN THE FLOODWAY.
16. SEE THE FLOODPLAIN EXHIBIT (SHEET C800) FOR ADDITIONAL INFORMATION
REGARDING WORK WITHIN THE FLOODPLAIN AND FLOODWAY.
EXISTING WATER MAIN
LEGEND:
W
G
T
E
EXISTING STORM SEWER
EXISTING ELECTRIC
EXISTING TELEPHONE
EXISTING GAS
SPROPOSED SEWER SERVICE
EXISTING SANITARY SEWER SS
PROPOSED CURB & GUTTER
PROPOSED WATER SERVICE & CURB STOP
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT
EASEMENT LINE
PROPERTY BOUNDARY
EXISTING LOTLINE
APPROXIMATE GAS METER LOCATION GM
W
PROPOSED WATER MAIN
PROPOSED SANITARY SEWER
PROPOSED STORM SEWER
APPROXIMATE ELECTRIC METER LOCATION EM
ST
SDPROPOSED SUBDRAIN
EXISTING PAVEMENT TO BE REMOVED
PROPOSED FIRE DEPARTMENT CONNECTION FDC
GPROPOSED GAS
EPROPOSED ELECTRIC
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.before you dig.Call
R
RECO
R
D
D
R
A
W
I
N
G
D
D
H2
O
V.
P
.
WFF
C.
O
.
SD
SD
SD
TT
VA
U
L
T
EL
E
C
FO
VA
U
L
T
EL
E
C
S
C VA
U
L
T
EL
E
C
G
G
G
G
G
CT
V
CT
V
CT
V
CT
V
CT
V
E
E
E
E
E
E
E
W
W
W
W
W
W
E
E
E
EEEEEEEE
E
E
CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV
CT
V
SS
SS
SS
SS
SS
SS
SS
ST
ST
ST
ST
ST
ST
ST
ST
ST
SS S
TFTF
UP
UP
WASHINGTON PARK, LLC
301 N. HOWES STREET
WASHINGTON PARK, LLC
301 N. HOWES STREET
WASHINGTON PARK, LLC
301 N. HOWES STREET
STMH A1 (FLAT TOP)
STA 10+00.00
N: 132396.93
E: 193487.14
INLET A3
STA 11+32.97
N: 132500.81
E: 193458.40
15"x6" INSERTA TEE
STA 10+46.91
N: 132443.85
E: 193487.37
46.91 LF 15" RCP @ 0.40%
29.24 LF
15" RCP
@ 0.40%
56.82 LF 15" RCP @ 0.40%
MA
P
L
E
S
T
R
E
E
T
(1
0
0
'
R
O
W
)
ALLEY
(20' ROW)
EXISTING 15" STORM
EXISTING 16" WATER
APPROXIMATE LOCATION
OF EXISTING GAS LINE
APPROXIMATE LOCATION
OF EXISTING ELECTRIC LINE
APPROXIMATE LOCATION
OF EXISTING CABLE LINE
PROPOSED SUBDRAIN
SEE SHEET C300
PROPOSED
TRANSFORMERORIFICE
PLATE PRIVATE
STORM DRAIN
54.26 LF 15" RCP @ 0.40%
INLET A4
STA 11+87.23
N: 132555.07
E: 193458.67
STMH A2 (FLAT TOP)
STA 11+03.73
N: 132500.66
E: 193487.63
PUBLIC
STORM DRAIN
DRAINAGE
EASEMENT
4975
4980
4985
4990
4995
5000
5005
4975
4980
4985
4990
4995
5000
5005
9+50 10+00 11+00 12+00
PROPOSED
GROUND
EXISTING
GROUND
STA.=10+07.03
TOP= 4983.8±
EX. 16" WATER LINE
(ELEVATIONS NOT VERIFIED)
STA.=10+15.39
INV.= 4984.8±
EX. GAS LINE
(ELEVATIONS NOT VERIFIED)
15
"
x
6
"
I
N
S
E
R
T
A
T
E
E
ST
A
1
0
+
4
6
.
9
1
IN
V
.
4
9
8
5
.
9
0
(
W
)
IN
V
.
4
9
8
5
.
5
2
(
N
)
IN
V
.
4
9
8
5
.
5
2
(
S
)
ST
M
H
A
1
(
F
L
A
T
T
O
P
)
ST
A
1
0
+
0
0
.
0
0
RI
M
4
9
8
9
.
1
±
IN
V
.
I
N
4
9
8
5
.
3
4
(
N
)
IN
V
.
I
N
4
9
8
2
.
7
1
(
W
)
IN
V
.
O
U
T
4
9
8
2
.
7
1
(
E
)
CONTRACTOR TO VERIFY
LOCATION PRIOR TO
CONSTRUCTION.
EL
E
C
T
R
I
C
ST
A
.
=
1
0
+
2
5
.
5
9
CA
B
L
E
ST
A
.
=
1
0
+
2
7
.
8
7
18" MIN.
6" MIN.
IN
L
E
T
A
3
ST
A
1
1
+
3
2
.
9
7
FL
.
E
L
4
9
8
8
.
9
±
IN
V
.
I
N
4
9
8
5
.
8
7
(
N
)
IN
V
.
O
U
T
4
9
8
5
.
8
7
(
E
)
IN
L
E
T
A
4
ST
A
1
1
+
8
7
.
2
3
FL
.
E
L
4
9
8
8
.
9
±
IN
V
.
I
N
4
9
8
6
.
0
8
(
N
E
)
IN
V
.
O
U
T
4
9
8
6
.
0
8
(
S
)
ST
M
H
A
2
(
F
L
A
T
T
O
P
)
ST
A
1
1
+
0
3
.
7
3
RI
M
4
9
8
9
.
1
±
IN
V
.
I
N
4
9
8
5
.
7
5
(
W
)
IN
V
.
O
U
T
4
9
8
5
.
7
5
(
S
)
ORIFICE
PLATE
PUBLIC STORM DRAIN PRIVATE STORM DRAIN
29.24 LF 15" RCP @ 0.40%
56.82 LF 15" RCP @ 0.40%
46.91 LF
15" RCP
@ 0.40%
54.26 LF 15" RCP @ 0.40%
100-YR HGL
Sheet
Of 15 Sheets
MA
P
L
E
M
I
X
E
D
U
S
E
30
1
N
o
r
t
h
H
o
w
e
s
S
t
r
e
e
t
,
S
u
i
t
e
1
0
0
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
8
0
5
2
1
E
N
G
I
N
E
E
R
N
G
I
E
H
T
R
O
N
R
N
PH
O
N
E
:
9
7
0
.
2
2
1
.
4
1
5
8
ww
w
.
n
o
r
t
h
e
r
n
e
n
g
i
n
e
e
r
i
n
g
.
c
o
m
11.10.16
NORTH
( IN FEET )
0
1 INCH = 20 FEET
20 20 40 60
C301
PL
A
N
&
P
R
O
F
I
L
E
ST
O
R
M
D
R
A
I
N
A
PROFILE SCALE:
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
W
EXISTING SANITARY SEWER SS
PROPOSED STORM INLET
PROPOSED CURB & GUTTER
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT
PROPOSED LOT LINE
EXISTING EASEMENT LINE
PROJECT BOUNDARY
EXISTING RIGHT OF WAY
EXISTING STORM SEWER
PROPOSED EASEMENT LINE
1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW
CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN
UNDERGROUND UTILITIES.
2. MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL
STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES.
3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX
STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF
FLARED END SECTIONS.
4. ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND
INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF
FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE
R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE
'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443
FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND
POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF
ANY POTENTIAL CONFLICTS.
6. CONTRACTOR SHALL VERIFY MINIMUM 18" SEPARATION BETWEEN EXISTING WATER
LINE AND PROPOSED STORM DRAIN PIPE. IF MINIMUM SEPARATION REQUIREMENT
BETWEEN UTILITIES IS NOT MET, CONTRACTOR SHALL ENCASE WATER LINE PER
CITY OF FORT COLLINS REQUIREMENTS.
7. ROOF DRAIN CONNECTIONS TO STORM DRAIN SHALL BE MADE USING INSERTA-TEE
OR APPROVED EQUAL. REFER TO PLUMBING PLANS FOR ADDITIONAL INFORMATION.
8. A FLOODPLAIN USE PERMIT AND NO RISE CERTIFICATION WILL BE REQUIRED PRIOR
TO ANY WORK OCCURRING WITHIN THE FLOODWAY.
9. SEE THE FLOODPLAIN EXHIBIT (SHEET C800) FOR ADDITIONAL INFORMATION
REGARDING WORK WITHIN THE FLOODPLAIN AND FLOODWAY.
PROPOSED RIGHT OF WAY
PROPOSED NON-POTABLE IRRIGATION NP
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.before you dig.Call
R
STORM DRAIN A
RECO
R
D
D
R
A
W
I
N
G
D
D
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD
CONTROL
IRR
/
/
/
/
/
/
/
/
TFTF
UP
UP
UP
UP
MAPLE STREET
(100' ROW)
ME
L
D
R
U
M
S
T
R
E
E
T
(1
0
0
'
R
O
W
)
AL
L
E
Y
(E
X
I
S
T
I
N
G
2
0
'
R
O
W
)
1.6
%
1.3%
1.1%
1.1%
1.3%
2.9%
1.6
%
2.0%
3.2%
1.8%
4.
3
%
1.5%
6.3%
1.0%
12
.
2
%
12
.
8
%
14
.
0
%
1.7
%
1.1%
2.0%
2.0%
2.0%
2.
0
%
3.1%
3.2%
1.2%
1.1%
1.3%
1.1%
1.7
%
DETENTION AREA
100-YR WSEL = 4989.33
89
90
89.2
89.489.6
89.8
89
90
89.2
89
.
4
89
.
6
89
.
8
89
.
2
89
.
2
89
.
4
89
.
4
CITY-REGULATED OLD TOWN
100-YR FLOODWAY
OLD TOWN FLOODPLAIN
OLD TOWN FLOODPLAIN
1 - 6" RISER
2 - 6" RISERS
AREA DRAIN
AREA DRAIN
AREA DRAIN
AREA DRAIN
AREA DRAIN
AREA DRAIN
AREA DRAIN
CITY REGULATED OLD TOWN
100-YR FLOOD PLAIN BOUNDARY
LANDSCAPE
BUFFER
LANDSCAPE
BUFFER
LANDSCAPE
BUFFERLANDSCAPE
BUFFER
LANDSCAPE
BUFFER
LANDSCAPE
BUFFER
LANDSCAPE
BUFFER
STORM DRAIN A
SEE SHEET C301
PROPOSED
AREA INLET
PROPOSED AREA INLET
w/ ORIFICE PLATE
MATCH
EXISTING
MATCH EXISTING
SIDEWALK
MATCH EXISTING
CURB & GUTTER
MATCH EXISTING
CURB & GUTTER
MATCH EXISTING
SIDEWALK
MATCH EXISTING
SIDEWALK
MATCH EXISTING
CURB & GUTTER
MATCH EXISTING
CURB & GUTTER
MATCH EXISTING
SIDEWALK
DRAIN
A
G
E
E
A
S
E
M
E
N
T
DRA
I
N
A
G
E
E
A
S
E
M
E
N
T
PROPOSED 18" OUTFALL
VERTICAL CURB & GUTTER
PROPOSED 18" OUTFALL
VERTICAL CURB & GUTTER
PROPOSED 30"
VERTICAL CURB & GUTTER
PROPOSED 30"
VERTICAL
CURB & GUTTER
90
.
6
90
.
8
90.2
90.4
90.6
90
.
6
90
.
8
90
89.8
90.2
90.4
90.6
90.8
90.8
90
89.
689.
8
90.
2 89899089.2 89.289.489.689.890.2
90
.
4
90
.
6
FFE=91.00
FFE=91.00
FFE=91.00
FFE=91.00
FFE=91.00
88.
5
7
(89
.
1
8
)
90.0
2
89.9
2
89.9
1
89.8
7
89.
8
0
89.
7
5
88.
5
1
(89.1
1
)90.5
0
90.4
0
91.00
90.8
2
91.00
91.0
0
90.9
9
90.8
7 90.50
91.0
0
89.5
2
88.9
1
90.22 90.1
5
90.15 89.3
3
89.42
89.3
4
89.5589.1
0
90.2
2
89.8
1
89.0
6
90.97
91.00
90.7
5
90.8
2
90.2
7
FFE=91.00
(89.
2
5
)
(89.
2
0
)
(88.
7
5
)
88.8
9
90
.
6
9
90.9
6
89.3
8
89.
3
8
90.7
3
89.1
6
89.25
89.5
5
89.
5
5
89
.
4
2
89.2
8
89.4
0
89.5
2
89.
6
6
88.68
88.96
89.1
0
90.05
(89.
7
4
)
89.82
(90.
0
2
)
88.
4
2
88.72
88.8
9
(88
.
4
1
)
(90
.
3
6
)
90.5
9
(90
.
5
9
)
(90.59)
90.82
91.00
90.8
5
90.9
7
90.8
0
90.27
91.0
0
90.4
4
89.3
3
90.78
90.2
2
89.
7
0
90.0
4
(88.
9
4
)
(88.
9
6
)
(89.0
3
)
89.14
89.3
4
88.94
(90
.
0
1
)
(90
.
9
9
)
(89
.
2
1
)
(91
.
0
0
)
(90.9
0
)
90.9
2
90.8
1
90.8
9
90.7
9
90.7
8
90.8
8
90.7
0
90.4
8
90.5
2
90.7
4
90.8
4
91.0
0
90.
1
7
90.17
90.1
7
90.1
3
90.87 90.50
(9
0
.
0
7
)
(90
.
1
2
)
(90.05)(90
.
0
8
)
(90
.
0
7
)
(89.
7
9
)
(89.
6
8
)
89.2
6
90
.
5
0
90.3
3
90.33
(89
.
8
5
)
(89
.
8
4
)
(89
.
9
3
)
90.23
88.8
9
89.4
1
89.5
6
90.00
90.00
90.00
90.00
90.9
7
(88
.
9
8
)
90.1
5
89.5
0
89.
6
5
90.1
6
89.
9
3
90.4
7
89.
8
5
89.7
8
89.
8
1
89.
8
1
89.
8
1
89.
9
4
89.
7
2
89.
4
5
89.
2
2
89.
4
8
89.
5
0
89.
1
7
89.
1
4
89.
4
6
89.2
0
90.33
(90
.
8
9
)
(90
.
5
4
)
(90
.
5
7
)
(90
.
0
8
)
(89
.
9
2
)
(89
.
7
6
)
(89
.
6
5
)
(89
.
4
9
)
(89
.
3
8
)
(89
.
2
7
)
(90
.
8
8
)
89.7
5
90.7
2
90.8
3
90.8
4
90.7
4
90.9
8
90.9
2
90.9
2
FFE=90.66
90.57
89.3
9
90.3
9
90.50
90.5
0
90.50
91.00
90.99
91.0
6
90.9
1 90.99
90.
5
0
90.5
0
90.9
8
91.0
0
90.98
90.47
90.47
90.5
0
91.00
90.50
90.7
3
90.6
5
90.6691.0
0
90.66
90.8
7
90.9
0
90.1
6
90.1
5
(88.6
0
)
(88.6
8
)
90.2
90.4
90.6
90.8
90.2
90.4
90.6
(90.17)
90.4
5
90.4
7
90.4
8
90.2
790.27
2.
0
%
2.
0
%
4.
4
%
89
.
5
5
89.50
89.
5
5
4.2%
89.3
6
90.
3
3
90
.
3
3
90.23
89.62
89.19 89.08
89.1389.23
88.90
89.19
89.5
0
89
.
4
8
89.
4
2
88.92
88.93
2.0%
6.
2
%
2.0%
2 - 5" RISERS
RAMP
89
.
5
5
2.0%
90.8
9
90.5
0
MATCH EXISTING
SIDEWALK
(90.
1
1
)
90.7
4
90.7
4
(90.10)90.
1
1
90.6
1
90
.
9
0
90.
9
0
90.9
0
90.9
2
90.6
5
90.7
3
90
.
7
3
91.0
0
91.0
0
90.9
0
3.
1
%
2.
0
%
2.
0
%
4.
7
%
5.0%
RAMP
RAMP
PROPOSED
RAIN GARDEN
6" CURB HEAD
88
.
2
9
88
.
2
9
89.2
9
89.
2
9
88.29
89.51
88.2
9
88
.
2
9
89.63
88.2
9
89.79
2' CURB CUT
8.
8
%
20
.
0
%
15
.
7
%
1.0%
0.6%
2.4%
1.2%
1.2%
2.2%
3.5%
2.2%
1.3
%
2.5%
0.
8
%
1.
2
%
0.
8
%
1.
4
%
0.
7
%
7.2%
3.8%
0.
2
%
4.0%
3.3%
1.
1
%
1.6%
1.4
%
1.1%
1.2%
0.8%
6.
6
%
1.
2
%
0.6%5.9%1.3%0.6%0.8%0.3%0.5%
1.5%
3.
3
%
2.4%
Sheet
Of 15 Sheets
MA
P
L
E
M
I
X
E
D
U
S
E
30
1
N
o
r
t
h
H
o
w
e
s
S
t
r
e
e
t
,
S
u
i
t
e
1
0
0
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
8
0
5
2
1
E
N
G
I
N
E
E
R
N
G
I
E
H
T
R
O
N
R
N
PH
O
N
E
:
9
7
0
.
2
2
1
.
4
1
5
8
ww
w
.
n
o
r
t
h
e
r
n
e
n
g
i
n
e
e
r
i
n
g
.
c
o
m
11.10.16
C400
GR
A
D
I
N
G
P
L
A
N
NORTH
( IN FEET )
010 10 20 30
1 INCH = 10 FEET
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.before you dig.Call
R
LEGEND:
PROPOSED CONTOUR
EXISTING CONTOUR
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION 33.43
PROPOSED SLOPES
1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2. REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3. ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS.
4. ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88.
SEE COVER SHEET FOR BENCHMARK REFERENCES.
5. THE LOWEST FLOOR (INCLUDING ANY BASEMENT OR CRAWL SPACE) AND ALL HVAC
EQUIPMENT SHALL BE FLOOD PROTECTED ABOVE THE REGULATORY FLOOD
PROTECTION ELEVATION.
6. A FLOODPLAIN USE PERMIT AND NO RISE CERTIFICATION WILL BE REQUIRED PRIOR
TO ANY WORK OCCURING WITHIN THE FLOODWAY.
7. SEE THE FLOODPLAIN EXHIBIT (SHEET C800) FOR ADDITIONAL INFORMATION
REGARDING WORK WITHIN THE FLOODPLAIN AND FLOODWAY.
8. REFER TO ARCHITECTURAL PLANS FOR HAND RAILING AND BOLLARDS.
NOTES:
2.0%
(47.45
)
EXISTING SPOT ELEVATION
PROPOSED STORM
PROPOSED VERTICAL
CURB AND GUTTER
PROPOSED SWALE
FLOODPLAIN
PROPOSED SUBDRAIN SD
1
GA
R
A
G
E
G
R
A
D
I
N
G
R
E
V
I
S
I
O
N
BR
R
0
7
/
2
6
/
1
8
2
SO
U
T
H
P
A
T
I
O
R
E
V
I
S
I
O
N
BR
R
0
8
/
0
7
/
1
8
3
GA
R
A
G
E
R
A
I
N
G
A
R
D
E
N
R
E
V
I
S
I
O
N
BR
R
0
8
/
2
8
/
1
8
RECO
R
D
D
R
A
W
I
N
G
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.)
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
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
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:
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
LANDSCAPE BUFFERS
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
RAIN GARDEN
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
ROOFTOP PLANTERS
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com