HomeMy WebLinkAboutSite Certifications - 01/15/2017/15 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.)
x Use “Yes” for items completed as described.
x Use “N/A” for items that are not applicable to the site being certified.
x If any blanks are “No,” attach an explanation referencing the item number below.
Attach an explanation or description of the as-built condition for any items listed or for anything not listed but
shown on the approved construction plans.
Provide an as-built redline or Mylar drawing with the following:
I. Water Quality and Quantity Detention Basin 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
HPE Parking lot expansion for Building 5
12/16/2016
Yes
Yes
Yes
Yes
Yes
Yes
Approved
1/15/2017 WL
/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.
x Verify and document the soft pan material gradation, trench width and depth - to be verified
during construction by engineer. Picture documentation is preferred or engineer’s statement of
visual inspection and compliance. (Choose one below.)
o There is a soft pan with an underdrain installed that meets the design on the approved
construction plans. (Show the underdrain grades, bedding material, geotextile, spot elevations,
bends, cleanouts, etc.)
o There is soft pan installed without an underdrain but there is a type A or B soil. The soil
type must be documented by supplying verification from a registered professional geotechnical
engineer.
NOTE: Spot elevations are to be within 0.2 ft. +/-.
2.Side Slopes: The as-built side slopes of the detention basin have been calculated and are shown.
Indicate the side slope with an arrow and a numerical value (e.g., 6.25:1). The maximum slope allowed
is 4:1. Small areas of 3:1 may be acceptable, but slopes steeper than 3:1 must be stabilized or re-
graded. Provide documentation if a variance was granted for steeper slopes during the design process.
3.Spillway 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
Yes
N/A
N/A
N/A
Yes
Yes
Yes
Yes
N/A
N/A
Yes
/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
4888.0
4890.00
Yes
Yes
Yes
Yes
Yes
Yes
Yes
N/A
N/A
N/A
N/A
Yes
N/A
Yes
N/A
/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
No
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
/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
Yes
Yes
Yes
N/A
N/A
Yes
Yes
Yes
/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.
Yes
Yes
Yes
Yes
N/A
N/A
Yes
Yes
/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
N/A
No
Yes
Yes
Yes
Yes
Yes
Yes
Yes
/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
Sign and date
Mark Oberschmidt
Mark.Oberschmidt@stantec.com
970 449-8611
Stantec
3325 S Timberline Road suite 150
Fort Collins, CO 80525
/1
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Memo
meo v:\2053\active\205305056\miscellaneous\drainage certification\mem hpe parking drainage certification.docx
Reference: HPE Parking Lot Expansion
This memo covers items in the attached Overall Site and Drainage Certification that require
additional explanation.
III.A.2 – Portions of the outlet pipe from the pond are flatter than the original design. See below for
expected pipe capacity. The pond is designed to restrict the 100-year developed flow back to 0.71
cfs. Two reaches of pipe are flatter than the design slope and have less than the design capacity of
the Q100 to the pond, which is 17.73 cfs. Therefore, these pipe will flow under pressure should the
flow reach that level. This would happen with back to back 100-year storm events, which is
statistically unlikely.
Stantec Consulting Inc.
Mark Oberschmidt, P.E.
Senior Project Engineer
Phone: (970) 449-8611
mark.oberschmidt@stantec.com
Attachment: Asbuilts
c. Michelle Albert; Silar Don
Q100
release
cfs
Q100
Pond cfs
C
0.71 17.73 444.283
C = 1.486*A*R^2/3/n n = 0.012
Pipe Slope
ft/ft
Capacity
cfs
Notes
Q100
release
Notes Q100
pond
A1 0.0018 18.8 OK OK
A2 0.0005 9.9 OK Pressure Flow
A3 0.0036 26.7 OK OK
A4 0.0017 18.3 OK OK
A5 0.0008 12.6 OK Pressure Flow
A6 0.005 31.4 OK OK
HPE outlet pipe capacity
Conclude: Portions of the outlet will flow under pressure
SDI_Design_Data_v1.07HPE Parking Lot.xlsm, Design Data 12/20/2016, 3:25 PM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope =0.040 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs]
Watershed Length =1400 ft 0.00 18 0.00 0.00
Watershed Area =6.05 acres 0.98 4,105 0.98 0.38
Watershed Imperviousness =44.7%percent 1.98 15,154 1.98 0.57
Percentage Hydrologic Soil Group A =0.0%percent 2.98 31,236 2.98 3.50
Percentage Hydrologic Soil Group B =100.0%percent 3.98 42,088 3.98 41.84
Percentage Hydrologic Soil Groups C/D =0.0%percent
UDFCD Default 17
WQCV Treatment Method =40.00 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.
Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth =0.53 0.95 1.34 1.64 2.32 2.61 in
Calculated Runoff Volume =0.097 0.188 0.336 0.465 0.841 1.014 acre-ft
OPTIONAL Override Runoff Volume =acre-ft
Inflow Hydrograph Volume =0.096 0.187 0.336 0.464 0.840 1.014 acre-ft
Time to Drain 97% of Inflow Volume =4.2 6.2 9.0 10.0 11.0 11.2 hours
Time to Drain 99% of Inflow Volume =4.6 6.6 9.6 10.7 11.9 12.2 hours
Maximum Ponding Depth =1.07 1.50 1.95 2.19 2.67 2.86 ft
Maximum Ponded Area =0.12 0.22 0.34 0.42 0.60 0.67 acres
Maximum Volume Stored =0.056 0.129 0.257 0.348 0.596 0.715 acre-ft
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
HPE Parking Lot Expansion Detention Pond
Fort Collins, CO
SDI_Design_Data_v1.07HPE Parking Lot.xlsm, Design Data 12/20/2016, 3:25 PM
WQCV_Trigger =1
RunOnce=1
CountA=1
Draintime Coeff=1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Stormwater Detention and Infiltration Design Data Sheet
0
2
4
6
8
10
12
14
16
18
20
0.1 1 10
FL
O
W
[
c
f
s
]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.5
1
1.5
2
2.5
3
3.5
0.1 1 10 100
PO
N
D
I
N
G
D
E
P
T
H
[
f
t
]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
Stantec
HP Building 5
Parking Lot Expansion
Page 1 of
3
Elev ft Stage ft cfs
Stantec
HP Building 5
Parking Lot Expansion
Page 2 of
3
Formula -0.5*(A1+A2)*(E2-E1)
Pond Invert
ft Contour ft Elevation ft
4886.02 0.00 18 0 0 0.00
4887.00 0.98 4105 2020 2020 0.05
4888.00 1.98 15154 9630 11650 0.27
4889.00 2.98 31236 23195 34845 0.80
4890.00 3.98 42088 36662 71507 1.64
Determine Freeboard
Elev ft Storage AF
4888.00 0.27
4888.99 0.79
4889.00 0.80
Asbuilts survey 11-30-2016
Average End Area Method for determining Pond Volumes
Stantec
HP Building 5
Parking Lot Expansion
Page 3 of
3
Formula -0.5*(A1+A2)*(E2-E1)
Pond Invert
ft Contour ft Elevation ft
4886.00 0.00 0 0 0 0.00
4887.00 1.00 3493 1747 1747 0.04
4888.00 2.00 20538 12016 13762 0.32
4889.00 3.00 31848 26193 39955 0.92
4890.00 4.00 39918 35883 75838 1.74
Determine Freeboard
Elev ft Storage AF 4886
4888.00 0.32
4888.80 0.79
4889.00 0.92
Freeboard = 1.20 feet
Average End Area Method for determining Pond Volumes
revised 8-10-2016
From:mailer@digitaldataservices.com
To:Oberschmidt, Mark
Subject:Stormwater Detention and Infiltration Facility - HPE Parkingt lot Expansion Detention Pond
Date:Wednesday, December 21, 2016 2:52:32 PM
Thank you for submitting to the Colorado Stormwater Detention and Infiltration database.
Your facility has been recorded and the local jurisdiction has been notified.
Facility ID:SWDF-20161221145202
Name:HPE Parkingt lot Expansion Detention Pond
Division:South Platte
Jurisdiction:FortCollins
Design Storm:100-Year
Water Surface Acres:0.95
Edit Key:a30f87febf9af21120a5a1bb8715266d
If you wish to edit the facility in the future, you will need the Edit Key listed above. If you
lose the key, you will not be able to edit the facility information in the future.
HARMONY ROAD
ZI
E
G
L
E
R
R
O
A
D
APPROXIMATE LIMITS
OF CONSTRUCTION
2016
HP BUILDING 5
FO
S
S
I
L
C
R
E
E
K
RE
S
E
R
V
O
I
R
I
N
L
E
T
D
I
T
C
H
VICINITY MAP
UTILITY PLANS FOR
Owner:
HEWLETT-PACKARD ENTERPRISE
3404 EAST HARMONY ROAD
Fort Collins, CO 80528
Scott Scherer
Cell: (281) 386-5283
Email: scott.b.scherer@hpe.com
Owner's Representative/PM
CBRE
8390 E. Crescent Parkway Suite 300 Greenwood
Village, CO 80111
Project Manager: Michelle Albert
Cell: (303) 995-0955
Email: Mary.Albert@cbre.com
Civil Engineer:
Stantec
2950 East Harmony Road
Suite 290
Fort Collins, CO 80528
Project Manager: Don Silar, P.E.
Direct: (970) 449-8607
Cell: (970) 420-4081
Email: don.silar@stantec.com
Project Engineer: Mark Oberschmidt, P.E.
Direct: (970) 449-8611
Cell: (970) 980-3557
Email: mark.oberschmidt@stantec.com
PROJECT TEAM CONTACTS
MARCH, 2016
HP BUILDING 5
LOWER PARKING LOT EXPANSION
Architect:
Rees
800 Town and Country Blvd., Suite 300
Houston, Texas 77024
Project Manager: Ron Luman VP
Office: (214) 580-7169
Cell: (214) 726-5681
Email: Rluman@rees.com
Project Architect: Jeff Massey
Cell: (214) 522-7337
Email: Jmassey@rees.com
LOWER PARKING LOT SHEET INDEX
SHEET NUMBER DRAWING NUMBER DESCRIPTION
1 C001 COVER SHEET
2
C100 DEMOLITION PLAN
C300 GRADING AND EROSION CONTROL PLAN5
6
3
4
NTS
PROJECT DATUM: NAVD88
BENCHMARK: 7-01 LOCATED ON THE NORTH SIDE OF HARMONY ROAD ON AN
IRRIGATION STRUCTURE APPROX 100 FT. WEST OF THE WEST CURB LINE OF THE EAST
ENTRANCE TO H.P. PROJECT BM CITY OF FORT COLLINS.
ELEV = 4914.52.
THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING
DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED FOR THEIR VERTICAL DATUMS.
IF NGVD29 UNADJUSTED IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING
EQUATIONS SHOULD BE USED: NGVD29 UNADJUSTED = NAVD88 -3.19'.
PROJECT HORIZONTAL DATUM: FORT COLLINS GROUNDMASTER
SOUTHWEST CORNER SECTION 33 T7N R68W OF 6TH PM
LOCATION:+DUPRQ\DQG=LHJOHU
NORTHING:107780.22
EASTING:210523.64
SOUTHEAST CORNER SECTION 33 T7N R68W OF 6TH PM
LOCATION +DUPRQ\DQG6WUDXVV&DELQ
NORTHING 107732.69
EASTING:215806.70
NOTES
C002 NOTES SHEET
7
8
9
C302 GRADING PLAN (EAST)
C602 STORM SEWER PLAN AND PROFILES (LINE X&Y)
C700 SITE DETAILS
C701 SITE DETAILS
SOUTH HALF OF SECTION 33 TOWNSHIP 7 NORTH RANGE 68 WEST OF THE 6TH PRINCIPAL MERIDIAN
FOR THE MARKING OF UNDERGROUND
BEFORE YOU DIG, GRADE, OR EXCAVATE
CALL 2 BUSINESS DAYS IN ADVANCE
CENTER OF COLORADO
CALL UTILITY NOTIFICATION
MEMBER UTILITIES.
RE
C
O
R
D
D
R
A
W
I
N
G
C600 UTILITY PLAN
10
C101 SITE PLAN
C301 GRADING PLAN (WEST)
11
C702 SITE DETAILS
12
These plans have been reviewed by the City of Fort Collins for concept only.
The review does not imply responsibility by the reviewing department, the Fort
Collins Engineer, or the City of Fort Collins for accuracy and correctness of the
calculations. Furthermore, the review does not imply that quantities of items on
the plans are the final quantities required. The review shall not be construed in
any reason as acceptance of financial responsibility by the City of Fort Collins
for additional quantities of items shown that may be required during the
construction phase.
C603 STORM SEWER PLAN AND PROFILES (DETENTION POND)
C604
13
14
STORM SEWER PLAN AND PROFILES (DETENTION POND)
THESE DRAWINGS COMBINED INTO A
SINGLE DRAWING TO SHOW THE POND
ASBUILT CONDITION- C303
12-16-2016
4880
4885
4890
4895
4900
4905
4880
4885
4890
4895
4900
4905
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A1 (FES)
STA 10+24.52
RIM ELEV 4889.28
INV OUT 4888.60 18" (SW)
PROPOSED
GROUND
EXISTING
GROUND
18" THICK
RIPRAP @
3 SQ.YD. CLASS M
4880
4885
4890
4895
4900
4905
4880
4885
4890
4895
4900
4905
19+7520+0020+75
B2
(
5
-
F
T
C
U
R
B
I
N
L
E
T
)
ST
A
2
0
+
5
8
.
0
7
RI
M
E
L
E
V
4
9
0
0
.
2
6
IN
V
I
N
4
8
9
0
.
6
4
1
8
"
(
N
E
)
SU
B
D
R
A
I
N
I
N
V
E
R
T
=
4
8
9
8
.
0
0
31.83 LF of 18" DIA @ -2.94%
PROPOSED
GROUND
EXISTING
GROUND
18" THICK
RIPRAP @
3 SQ.YD. CLASS M
0 2 4
SCALE IN FEET
200 40
VERT.
HORIZ.
STORM LINE Y
PLAN
RE
C
O
R
D
D
R
A
W
I
N
G
STORM LINE Y PROFILE
STORM LINE X
PLAN
STORM LINE X PROFILE
12-16-2016
DESIGN INV 4889.71
AB INV 4889.22
INV OUT 4888.88
@0.88%
4880
4885
4890
4895
4900
4905
4880
4885
4890
4895
4900
4905
18+0019+0020+0021+0022+0023+0024+0025+0026+00
OU
T
L
E
T
S
T
R
U
C
T
U
R
E
ST
A
2
4
+
9
2
.
9
7
RI
M
E
L
E
V
=
4
8
8
8
.
7
0
IN
V
O
U
T
4
8
8
6
.
0
0
3
0
"
(
S
E
)
A1 30" HDPE 223.74 LF @ 0.10%
DB
A
2
ST
A
2
2
+
6
9
.
2
3
RI
M
E
L
E
V
4
8
9
1
.
1
2
IN
V
I
N
4
8
8
5
.
7
8
3
0
"
(
N
W
)
IN
V
O
U
T
4
8
8
5
.
7
8
3
0
"
(
S
E
)
A2 30" HDPE 424.68 LF @ 0.10%
DB
A
3
ST
A
1
8
+
4
4
.
5
5
RI
M
E
L
E
V
4
8
8
9
.
6
0
IN
V
I
N
4
8
8
5
.
3
6
3
0
"
(
N
W
)
IN
V
O
U
T
4
8
8
5
.
3
6
3
0
"
(
S
E
)
EXISTING
GROUND
PROPOSED
GRADE
PROVIDE MIN. 1.0 FT OF
COVER OVER PIPE FROM
720$7&+
GRADES EITHER SIDE OF
@ PIPE @ 2:1 MAX SLOPE
LOWER EXISTING GAS
SERVICE SEE DETAIL THIS
SHT
RE
C
O
R
D
D
R
A
W
I
N
G
0 1 5
SCALE IN FEET
500 100
VERT.
HORIZ.
DETENTION POND OUTLET
PLAN
DETENTION POND
OUTLET PROFILE
SEE UTILITY PLANS
FOR UPPER PARKING
LOT DATED 01.27.16
1.Please see Section 3.4.1 of the Land Use Code for
allowable uses within the Natural Habitat Buffer Zone
-NATURAL HABITAT BUFFER ZONENHBZ
12-16-2016
4876
4880
4885
4890
4895
4900
9+5010+0011+0012+0013+0014+0015+0016+0017+0018+00
A6 30" HDPE 33.02 LF @ 0.24%
A5 30" HDPE 100.07 LF @ 0.20%
A4 30" HDPE 381.62 LF @ 0.20%
A3 30" HDPE 329.85 LF @ 0.40%
ST
A
1
0
+
0
0
.
0
0
IN
V
I
N
4
8
8
3
.
0
0
3
0
"
(
N
)
SE
E
C
O
N
S
T
R
U
C
T
I
O
N
N
O
T
E
S
DB
A
5
ST
A
1
1
+
3
3
.
0
9
RI
M
E
L
E
V
4
8
8
6
.
4
9
IN
V
I
N
4
8
8
3
.
2
8
3
0
"
(
N
W
)
IN
V
O
U
T
4
8
8
3
.
2
8
3
0
"
(
S
)
DB
A
6
ST
A
1
0
+
3
3
.
0
2
RI
M
E
L
E
V
4
8
8
8
.
9
4
IN
V
I
N
4
8
8
3
.
0
8
3
0
"
(
N
)
IN
V
O
U
T
4
8
8
3
.
0
8
3
0
"
(
S
)
DB
A
4
ST
A
1
5
+
1
4
.
7
0
RI
M
E
L
E
V
4
8
8
9
.
3
9
IN
V
I
N
4
8
8
4
.
0
5
3
0
"
(
N
W
)
IN
V
O
U
T
4
8
8
4
.
0
5
3
0
"
(
S
E
)
IN
V
O
U
T
4
8
8
5
.
3
6
3
0
"
(
S
E
)
PROPOSED
GRADING OVER PIPE
PROVIDE MINIMUM
1-FT COVER
EXISTING
GROUND
0 1 5
SCALE IN FEET
500 100
VERT.
HORIZ.
DETENTION POND OUTLET
PLAN
RE
C
O
R
D
D
R
A
W
I
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G
DETENTION POND OUTLET
PROFILE
1.Please see Section 3.4.1 of the Land Use Code for
allowable uses within the Natural Habitat Buffer Zone
-NATURAL HABITAT BUFFER ZONENHBZ
12-16-2016
HARMONY ROAD
ZI
E
G
L
E
R
R
O
A
D
APPROXIMATE LIMITS
OF CONSTRUCTION
2016
HP BUILDING 5
FO
S
S
I
L
C
R
E
E
K
RE
S
E
R
V
O
I
R
I
N
L
E
T
D
I
T
C
H
VICINITY MAP
UTILITY PLANS FOR
Owner:
HEWLETT-PACKARD ENTERPRISE
3404 EAST HARMONY ROAD
Fort Collins, CO 80528
Scott Scherer
Cell: (281) 386-5283
Email: scott.b.scherer@hpe.com
Owner's Representative/PM
CBRE
8390 E. Crescent Parkway Suite 300 Greenwood
Village, CO 80111
Project Manager: Michelle Albert
Cell: (303) 995-0955
Email: Mary.Albert@cbre.com
Civil Engineer:
Stantec
2950 East Harmony Road
Suite 290
Fort Collins, CO 80528
Project Manager: Don Silar, P.E.
Direct: (970) 449-8607
Cell: (970) 420-4081
Email: don.silar@stantec.com
Project Engineer: Mark Oberschmidt, P.E.
Direct: (970) 449-8611
Cell: (970) 980-3557
Email: mark.oberschmidt@stantec.com
PROJECT TEAM CONTACTS
JANUARY, 2015
HP BUILDING 5
UPPER PARKING LOT EXPANSION
Architect:
Rees
800 Town and Country Blvd., Suite 300
Houston, Texas 77024
Project Manager: Ron Luman VP
Office: (214) 580-7169
Cell: (214) 726-5681
Email: Rluman@rees.com
Project Architect: Jeff Massey
Cell: (214) 522-7337
Email: Jmassey@rees.com
UPPER PARKING LOT SHEET INDEX
SHEET NUMBER DRAWING NUMBER DESCRIPTION
1 C001 COVER SHEET
2
C100 DEMOLITION PLAN
C300 GRADING AND EROSION CONTROL PLAN5
6
3
4
NTS
PROJECT DATUM: NAVD88
BENCHMARK: 7-01 LOCATED ON THE NORTH SIDE OF HARMONY ROAD ON AN
IRRIGATION STRUCTURE APPROX 100 FT. WEST OF THE WEST CURB LINE OF THE EAST
ENTRANCE TO H.P. PROJECT BM CITY OF FORT COLLINS.
ELEV = 4914.52.
THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING
DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED FOR THEIR VERTICAL DATUMS.
IF NGVD29 UNADJUSTED IS REQUIRED FOR ANY PURPOSED, THE FOLLOWING
EQUATIONS SHOULD BE USED: NGVD29 UNADJUSTED = NAVD88 -3.19'.
PROJECT HORIZONTAL DATUM: FORT COLLINS GROUNDMASTER
SOUTHWEST CORNER SECTION 33 T7N R68W OF 6TH PM
LOCATION:+DUPRQ\DQG=LHJOHU
NORTHING:107780.22
EASTING:210523.64
SOUTHEAST CORNER SECTION 33 T7N R68W OF 6TH PM
LOCATION +DUPRQ\DQG6WUDXVV&DELQ
NORTHING 107732.69
EASTING:215806.70
NOTES
C002 NOTES SHEET
7
8
9
C302 GRADING PLAN (UPPER)
C601 STORM SEWER PLAN AND PROFILES (C & D)
C700 SITE DETAILS
C701 SITE DETAILS
SOUTH HALF OF SECTION 33 TOWNSHIP 7 NORTH RANGE 68 WEST OF THE 6TH PRINCIPAL MERIDIAN
FOR THE MARKING OF UNDERGROUND
BEFORE YOU DIG, GRADE, OR EXCAVATE
CALL 2 BUSINESS DAYS IN ADVANCE
CENTER OF COLORADO
CALL UTILITY NOTIFICATION
MEMBER UTILITIES.
C600 UTILITY PLAN
10
C101 SITE PLAN
These plans have been reviewed by the City of Fort Collins for concept only.
The review does not imply responsibility by the reviewing department, the Fort
Collins Engineer, or the City of Fort Collins for accuracy and correctness of the
calculations. Furthermore, the review does not imply that quantities of items on
the plans are the final quantities required. The review shall not be construed in
any reason as acceptance of financial responsibility by the City of Fort Collins
for additional quantities of items shown that may be required during the
construction phase.
RE
C
O
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D
D
R
A
W
I
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G
12-16-2016
4905
4910
4915
4920
4905
4910
4915
4920
19+50 20+00 21+00 21+50
IN
L
E
T
C
3
(
4
-
F
T
I
N
L
E
T
)
ST
A
2
1
+
0
3
.
9
5
RI
M
E
L
E
V
4
9
1
1
.
3
4
IN
V
O
U
T
4
9
0
9
.
0
2
1
8
"
(
S
W
)
C2 18" RCP 98.95 LF @ 0.50%
PROPOSED GROUND
EXISTING GROUND
C2
(
I
N
S
I
D
E
W
A
L
L
R
C
B
C
)
ST
A
2
0
+
0
5
.
0
0
RI
M
E
L
E
V
4
9
1
0
.
3
8
IN
V
I
N
4
9
0
8
.
5
2
1
8
"
(
N
E
)
C1
(
C
L
R
C
B
C
)
ST
A
2
0
+
0
0
.
0
0
RI
M
E
L
E
V
4
9
1
0
.
3
5
IN
L
E
T
C
3
(
4
-
F
T
I
N
L
E
T
)
ST
A
2
1
+
0
3
.
9
5
RI
M
E
L
E
V
4
9
1
1
.
3
4
IN
V
O
U
T
4
9
0
9
.
0
2
1
8
"
(
S
W
)
C2 18" RCP 98.95 LF @ 0.50%
REFER TO GENERAL NOTES
1-3, THIS SHEET, FOR PIPE
CONNECTIONS.
4905
4910
4915
4920
4905
4910
4915
4920
29+50 30+00 31+00
D2 18" RCP 11.04 LF @ 0.50%
D3
(
4
-
F
T
I
N
L
E
T
)
ST
A
3
0
+
1
6
.
0
4
RI
M
E
L
E
V
4
9
1
2
.
5
4
IN
V
O
U
T
4
9
0
8
.
0
8
1
8
"
(
N
E
)
D2
(
I
N
S
I
D
E
W
A
L
L
R
C
B
C
)
ST
A
3
0
+
0
5
.
0
0
RI
M
E
L
E
V
4
9
0
9
.
8
8
IN
V
I
N
4
9
0
8
.
0
2
1
8
"
(
S
W
)
D1
(
C
L
R
C
B
C
)
ST
A
3
0
+
0
0
.
0
0
RI
M
E
L
E
V
4
9
0
9
.
8
5
PROPOSED GROUNDEXISTING GROUND
REFER TO GENERAL NOTES
1-3, THIS SHEET, FOR PIPE
CONNECTIONS.
HP BUILDING 5 PARKING LOT
STORM SEWER LINE C PLAN AND PROFILE
HP BUILDING 5 PARKING LOT
STORM SEWER LINE D PLAN AND PROFILE
0 2 4
SCALE IN FEET
200 40
VERT.
HORIZ.
GENERAL NOTES
1.CORE DRILL WALL OF RCBC.
2.OPENING DIMENSION IN WALL SHOULD BE A MINIMUM OF PIPE O.D.
+2 INCHES.
3.GROUT OPENING WITH NON SHRINK NON METALLIC GROUT.
LINE D
LINE C
RE
C
O
R
D
D
R
A
W
I
N
G
12-16-2016