HomeMy WebLinkAboutSite Certifications - 09/26/2017August 25, 2017
Mr. Dan Mogen
City of Fort Collins Storm Water Division
700 Wood Street
Fort Collins, CO 80524
(970) 221-6700
Re: Drainage Certification for Poudre Valley Hospital A-Wing Replacement
Dear Mr. Mogen,
The purpose of this letter is to provide the grading certification for the Poudre Valley Hospital A-Wing
Replacement, located at 1024 Lemay Avenue in Fort Collins, Colorado in Fort Collins, Colorado.
Aspen Engineering has made a number of site visits between December 2, 2016 and August 24, 2017 to
verify the constructed condition. Aspen has reviewed the record survey prepared by King Surveyors,
Inc., dated January 25, 2017 and the supplemental survey data dated March 30, 2017. Based on visual
observation, Aspen asserts the site appears to be in general conformance with the approved drainage and
grading plans.
Please refer to the As-built Drainage Exhibit and relined copy of the As-built Drainage Exhibit for
surveyed site grades and calculated slopes.
Aspen is providing the following assessment of the drainage on the Poudre Valley Hospital A-Wing
Replacement comprised of the north parking lot and building expansion, plaza, drive aisles and green
space.
1) The finished floor elevation as constructed varies from 4972.60 to 4972.68 on the west and north
sides respectively and varies from 4972.15 to 4972.28 on the east side. The design elevation is
4972.58.
The finished floor elevation is 0.02 feet to 0.10 feet higher than design on the on the west and
north sides respectively and approximately 0.43 feet to 0.30 feet lower than design on the east
Accepted 9/26/2017 WL
12/15 Page 1
OVERALL SITE and DRAINAGE CERTIFICATION
Commercial, Multi-Family and Subdivision Certification Form and Checklist
Project Name:
Date:
Building Permit Numbers:
(Commercial or multi-family)
Per the requirement in Fort Collins Stormwater Criteria Manual (FCSCM) Volume 1, Section 6.11, please fill in
all applicable items in this Certification Form for Commercial, Multi-Family and Overall Single Family sites.
NOTE: several items must be verified during construction. A copy of the approved grading plan must be
submitted with the as-built grading plan. (As-built elevations must be written in red next to the approved
elevations.)
•Use “Yes” for items completed as described.
•Use “N/A” for items that are not applicable to the site being certified.
•If any blanks are “No,” attach an explanation referencing the item number below.
Attach an explanation or description of the as-built condition for any items listed or for anything not listed but
shown on the approved construction plans.
Provide an as-built redline or Mylar drawing with the following:
I.Water Quality and Quantity Detention Basin Certification - FCSCM Vol.2, Ch.10
For multiple detention basins on a site, provide the following for each basin separately:
A. Volume: As-built topographic verification is attached at 1-foot (or less) contour intervals and
volume verification calculations for the water quality capture volume and the 100-year detention storage
volume.
1. Detention basin topography was prepared by a professional land surveyor registered in the state
of Colorado.
2.Both proposed and as-built contours are shown on the same plan sheet (dashed lines for
proposed and solid lines for as-built).
3.All critical spot elevations as shown on the approved construction plans have been verified and
the as-built elevations are shown on the plan sheet.
4.Stage-storage-discharge tables are provided on a separate document.
5.Verification that designed drain time is in compliance with Colorado Revised Statute § 37-92-
602(8) is attached and has been uploaded to the Statewide Compliance Portal
(tinyurl.com/COCompliancePortal) for approval. Uploaded documents must include:
a.The cover sheet from the approved drainage report
b.The stamped certification page from the approved drainage report
c.As-built topographic survey
d.Stamped certification page from the Overall Site & Drainage Certification
e.PDF output from the Stormwater Detention and Infiltration Design Data Speadsheet
12/15 Page 2
B.Water Quality and Quantity Detention Basin Grading: Attached is as-built verification that there is
a minimum 2% positive fall into the concrete trickle pans or flow-line(s) from all areas in the bottom of
the detention pond. If there is a “soft pan” in the flow-line, all areas still must meet the minimum 2%
grade requirement.
1.Low Flow: Choose one of the following detention basin low flow options as applicable:
a. Turf swale for low flow path in detention basin.
There is a minimum 2% grade in the flow-line(s) of the detention basin. The flattest as-built grade
is .
b.Concrete pan for low flow in detention basin.
There is a concrete pan installed that meets the grades as shown on the approved construction
plans. (Show as-built spot elevations.)
c.Soft pan for low flow in detention basin.
•Verify and document the soft pan material gradation, trench width and depth - to be verified
during construction by engineer. Picture documentation is preferred or engineer’s statement of
visual inspection and compliance. (Choose one below.)
o There is a soft pan with an underdrain installed that meets the design on the approved
construction plans. (Show the underdrain grades, bedding material, geotextile, spot elevations,
bends, cleanouts, etc.)
o There is soft pan installed without an underdrain but there is a type A or B soil. The soil
type must be documented by supplying verification from a registered professional geotechnical
engineer.
NOTE: Spot elevations are to be within 0.2 ft. +/-.
2. Side Slopes: The as-built side slopes of the detention basin have been calculated and are shown.
Indicate the side slope with an arrow and a numerical value (e.g., 6.25:1). The maximum slope allowed
is 4:1. Small areas of 3:1 may be acceptable, but slopes steeper than 3:1 must be stabilized or re-
graded. Provide documentation if a variance was granted for steeper slopes during the design process.
3.Spillway Certification: The following items must be field verified:
a.The location of the spillway is indicated on the as-built plan.
b.The width of the spillway is indicated on the as-built plan.
c.The elevation(s) of the spillway is shown on the as-built plan.
d.A concrete ribbon defines the location and grade of the spillway.
e.There is downstream scour protection in the spillway as per the construction plans. Indicate
type: (riprap size “D50” gradation and bedding type, geotextile, buried
riprap with inches of bury, etc.).
f.There are no obstructions in the spillway, such as trees, bushes, sidewalks, landscape
features, rocks, etc.
12/15 Page 3
4.Outlet Structure Certification
a.The orifice plate for the approved release rate is installed with the correct size and location of
the orifice.
b.The orifice plate for the water quality outlet is installed with the correct hole size, number of
rows and columns of holes.
c.The bottom hole on both the water quality and quantity outlets are at the bottom of the plate
so no water ponds in front of the plate.
d.The well screen is the correct material and is installed as shown on the construction plans.
e.100-year overflow grate elevation is . (Elev. A on detail D-46)
f.The top elevation of the water quality capture volume is . (Elev. B on detail
D-46)
g.Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the
top and bolted at the bottom.
h.The bottom of the outlet box has no obstructions or misalignments that will cause it to retain
runoff water and is sloped at 2% towards outlet.
II.Channels/Swales - FCSCM Vol.1, Ch.7, Sect.3&4
A. Capacity: The as-built capacity of all the major channels and swales has been verified. They meet
or exceed capacity requirements shown in the approved drainage study for this project.
1.All swales are located within the drainage easements as shown on the construction plans.
2.Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires
longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these
criteria are not met, the certification engineer will write a justification and propose mitigation for each
instance or have the issues corrected. If variances to these criteria have previously been approved and
are shown on the construction plans, no justification is needed.
3.As-built spot elevations on channels/swales are shown that correspond to spot elevations
shown on the approved construction plans.
4.All permanent erosion control measures are installed as shown on the approved construction
plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used
as part of this verification.)
5.All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the
system. (Pictures at tie-in points suggested.)
6.The minimum freeboard is provided for all channels and swales as shown on the approved
construction plans or as identified in the approved drainage study. (Show the freeboard provided on
the cross-sections as on the construction plan set or attached as separate documentation.)
7.The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees,
shrubs, sod, etc. infringe on the low flow portion of channels or swales.)
12/15 Page 4
III.Storm Pipes (aka storm drains) - FCSCM Vol.1, Ch.6, Sec. 4
A. Storm Drain Pipe Capacity: The as-built capacity of all pipes installed on this project has been
verified and meets or exceeds the capacity requirements shown in the approved drainage study for this
project.
1.All storm drain pipe sizes and materials have been verified and are in conformance with the
approved construction plans. (Indicate on the plan and profile sheets that they have been verified.)
Material and size substitutions must be approved prior to installation. If a pipe size or material was
changed during construction, the certification engineer must attach the approval documents or supply
them with this certification. Approval documents must include a calculation documenting the capacity
equivalency (equal or greater) of the substituted size.
2.The longitudinal slope of the pipe is as shown on the approved construction plans. The
acceptable minimum slope is 0.4%. All slopes flatter than the designed slope on the construction plans
must be justified with capacity calculations on an attached sheet.
3.The as-built invert elevations have been verified and are shown on the plan and profile sheets of
the approved construction plans.
B.Storm Drain Pipe Installation Requirements: All pipes are installed in accordance with the
approved construction plans.
1.The minimum cover requirements for all pipes have been met as shown on the approved
construction plans. These will be called out in critical locations.
2.All encasements and clearances as specified on the approved construction plans have been met.
3.Any specific joint types or construction methods specified on the approved construction plans
have been met. (List on a separate sheet and attach to this certification.)
IV.Concrete Pans - FCSCM Vol.1, Ch.7, Sec.4.1.3.4
A. Construction/Installation: All concrete pans have been constructed in accordance with the
approved construction plans.
1.The concrete pans are the correct size/width as shown on the approved construction plans.
2.The longitudinal slopes of the pans are as shown on the approved construction plans. The
certification engineer must justify or mitigate longitudinal slopes less than the minimum of 0.4% unless
a flatter slope was approved and is shown on the approved construction plans. Provide mitigation or
justification by separate document.
3.The cross-section of the pan is as shown on the construction plans. (Specifically, the pan cross-
section is “V” shaped and meets the side slope shown on the detail.)
4.The concrete pans are a minimum of 6 inches thick without reinforcement and a minimum of 4
inches thick with a minimum of 6X6-W14xW14 reinforcement per detail D20B and D20C. (Provide
documentation of the reinforcement used if different than shown on the details or on the approved
construction plans.)
5.The spot elevations shown on the concrete pan(s) have been verified and are shown on the as-
built drawings.
12/15 Page 5
V. Storm Drain Inlets - FCSCM Vol.1, Ch.6, Sec. 3
A. Construction/Installation: All storm drain inlets have been constructed in accordance with the
approved construction plans.
1.The size and type of inlets are consistent with the inlets shown on the approved construction
plan. Indicate by writing “Verified” on each inlet on the plan sheet or list on a separate document the
inlet number(s), type and size (length). If the inlet installed is other than the one on the approved
construction plan detail sheet, provide the name and source of the detail with justification for equal or
better capacity.
2.The size of the inlet opening is consistent with the approved detail. (Check height and width.)
3.The elevation of the grate (if applicable) is at the elevation shown on the street profile or as
indicated by a spot elevation on the construction plans.
4.The as-built invert elevations of all pipes entering and leaving the inlet are shown on the plan
and profile sheets within construction tolerance of 0.2 feet. If substantially different, provide
justification and capacity calculations to show the capacity is not affected or propose mitigation.
5.The as-built size of the inlet box is as shown on the construction plans or an explanation or
justification is attached.
6.All inlet covers are stenciled or stamped with the following designation: NO DUMPING – DRAINS
TO POUDRE RIVER.
VI.Culverts - FCSCM Vol.2, Ch.9
A. Construction/Installation: All culverts have been constructed and/or installed in accordance with
the approved construction plans.
1.All culvert sizes have been verified as indicated on the as-built construction plans as correct.
2.The culvert material type for all culverts installed is as on the approved construction plans and is
indicated on the as-built plans.
3.The as-built invert “in and out” elevations have been verified and are indicated on the as-built
construction plans.
4.The culvert headwalls or wing walls have been installed as shown on the approved construction
plans. Headwalls or wing walls may be needed in the as-built conditions onsite if the slopes adjacent to
the culvert are greater than 4:1. Please note areas needing stabilization in the certification narrative.
An alternative to consider is a turf reinforcement mat (TRM).
VII.Sub-Drains
A. Construction/Installation: All sub-drains shown on the construction plans have been installed in
accordance with those plans. Sub-drains installed with the sanitary sewer are to be verified on the
sanitary sewer plan and profile sheets of the construction plans. (NOTE: Indicate any sub-drains installed
after the plans were approved on the as-built plans.)
1.The size of the sub-drains are as approved on the construction plans and are indicated on the as-
built plans.
2.The type of sub-drain, in particular the perforated and non-perforated sections of the drain, are
as indicated on the approved construction plans.
12/15 Page 6
3.The cover requirements per the construction plans are provided.
4.The cleanouts have been installed at the locations shown on the construction plans and are
accessible for cleaning. (Cleanouts can be buried a maximum of 6 inches deep with their locations
marked.)
5.The backfill materials for sub-drains are as shown on the approved construction plans. (This
includes the type, depth and width.)
6.The geo-textile liner completely wraps the sub-drain and the permeable backfill material unless
shown otherwise on the approved construction plans. (Sub-drain pipe wrapped in a sock filter material
is accepted only if approved prior to installation.)
VIII.Curb Cuts
A. Construction: All curb cut openings are constructed in accordance with the approved construction
plans.
1.The size (width) of the curb cut opening is as shown on the approved construction plans.
2.The curb cut openings tie into a downstream swale, pipe, or other appurtenances with a smooth
transition and there no obstructions such as riprap or sod impeding the flow downstream of the curb
cut.
IX.Sidewalk Culverts & Chases
A. Construction/Installation: All sidewalk culverts have been installed at the locations shown on the
approved construction plans.
1.The size (width and length) of the culverts are as shown on the approved construction plans.
2.The cover plate is a minimum 5/8-inch galvanized plate bolted to a galvanized angle iron per the
detail shown on the approved construction plans or per the City’s detail.
3.The sidewalk culvert invert “in and out” elevations have been verified and are indicated on the
as-built plans.
4.The sidewalk culvert opening is as shown on the approved construction plans or per the City’s
detail.
5.There is a smooth transition both on the inlet and outlet ends of the sidewalk culvert with no
obstructions such as riprap or sod impeding the flow into or out of the sidewalk culvert.
X. Site Grading
A. Construction: All common open spaces have been graded in accordance with the approved
construction plans.
1.The grading on all common open spaces bordering private lots has been verified as correct and
the as-built rear lot corner elevations have been shown on the as-built plans.
12/15 Page 7
2.The as-built contours for “overlot grading” are shown on the as-built construction plans for all
common open spaces, tracts, outlots, etc. If not in compliance, please attach a narrative describing the
situation for noncompliance and when it may be corrected. An escrow for overlot grading may be
required. (NOTE: Residential Lot Grading Certification is a separate process from this Overall Site
Certification. It is understood that residential lots will be brought to final grade once the foundation is
backfilled so they may be lower than the plan shows at this Overall Site Certification stage.)
3.All turf reinforcement mats (TRMs) have been installed as shown on the approved construction
plans and the slopes are stabilized.
XI.Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3
A. Construction: All riprap has been installed in the locations and sizes indicated on the approved
construction plans.
XII.Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7
A. Construction: All fabric has been installed in the locations and sizes indicated on the approved
construction plans.
1.All fabric was installed per the details on the approved construction plans.
XIII.Post-Construction Site Cleanup - FCSCM Vol.3, Ch.7
A. Construction: All construction debris and obstructions of any kind have been removed from
drainage paths.
1.All construction debris has been removed except in staging area(s).
2.All ruts have been smoothed out in all construction areas.
3.All areas needing reseeding have been identified and future stabilization goals have been
coordinated with the Erosion Control Inspector and in accordance with FCSCM Vol.2 Chapter 12. Note
the area needing stabilization in the narrative.
XIV.Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12
A.The construction of channel drop structures is in accordance with the approved plan both in
location, horizontal dimensions and cross-section.
XV.Certification of LID and Water Quality Facilities - FCSCM Vol.3, Ch.4
A.Attached are the During Construction Inspection Checklist for Low Impact Development (LID) and
other items to be verified during construction, along with pictures and other required documentation.
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
*INDICATES OUT OF TOLERANCE
63 98 90-100 90-100 -
3" 75 100 100 100
BEST ENGINEERING
SOLUTIONS AND TECHNOLOGIES AGGREGATE SUMMARY SHEET
2015 Aggregate Qualification Client Name:Albert Frei and Sons
FLAT AND/OR ELONGATED PARTICLES TEST
(ASTM D 4791)
2" 50 43 35-70
N/A N/A
3.0% Max
SPECIFICATION
Weighted Percent
(mass)2.7% N/A N/A
PASS/FAILRESULTS
Weighted Percent
(count)
1.0 Max
LIGHTWEIGHT PARTICLES
(ASTM C 123)
RESULTS
0
3.5%
Weighted Particles 0.1% 2.0% Max Pass
Unit Weight (pcf)87
1.2%
47%Percent Voids
PASS/FAIL
0.3% 12% Max Pass
-Weighted Loss (%)
Percent Voids
18% Max Pass
-
RESULTS SPECIFICATION
Weighted Loss (%)
RESULTS SPECIFICATION
-
0-15
-
0-5
-
-
MAGNESIUM SULFATE SOUNDNESS
(ASTM C 88)
PASS/FAIL35-70
-
ASTM C 33
SPEC
3
0.2
AASHTO
(CDOT)
SPEC
0-15
-
0-5
PERCENT
PASSING
0.2
2.5"
Loose
METRIC
Tons per cubic yard
25
193/4"
MATERIAL TYPE:
Unit Weight (pcf)
1"
Rodded
100%
RESULTS SPECIFICATION PASS/FAIL
98.1 N/A N/A
40%
1.32
Grading 1
N/A N/A
N/A N/A1.17
26%
PERCENTAGE OF FRACTURED PARTICLES
(ASTM D 5821)
50% Max
N/A
Pass
Tons per cubic yard
RESULTS
LOS ANGELES ABRASION
(ASTM C 535)
Percent Loss
Percent Fractured
2 Or More Faces SPECIFICATION PASS/FAIL
N/AN/A
-
SPECIFICATION
1.0 Max
N/A
2.64
0.4%
N/A
RESULTS SPECIFICATION PASS/FAIL
UNIT WEIGHT AND VOIDS IN AGGREGATE
(ASTM C 29)
N/A N/A
N/A N/A
N/A N/A
RESULTS SPECIFICATION PASS/FAIL
Pass
PASS/FAIL
PASS/FAIL
PASS/FAILRESULTS SPECIFICATION
0.5% Max Pass
Specific Gravity 2.4
Specific Gravity 2.0
SIEVE SIZE
0
38
US STD
1.5"
SPECIFIC GRAVITY AND ABSORPTION
(ASTM C 127)
CLAY LUMPS AND FRIABLE PARTICLES
(ASTM C 142)
SODIUM SULFATE SOUNDNESS
(ASTM C 88)
SAMPLE LOCATION:
MECHANICAL SIEVE ANALYSIS
(ASTM C 136 & ASTM C 117)
No. 2 Stone PROJECT NUMBER:
Pit 6 - Idaho Springs Quarry, 33501 US Highway 6
15-1004
PROJECT INFORMATION
PROJECT NAME:
SPECIFICATION
N/ASpecific Gravity
Absorption (%)
NO. 200 0.20.075
RESULTS
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
B.E.S.T.
377 Spring Creek Road Silverthorne, Colorado 80498 Psalm 20 Phone: 970.409.9670 mbest.concrete@gmail.com
ATTACHMENT A
LABORATORY TEST RESULTS
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
2 - - 1.1% 0.0%
2.5 Inch 2 - - 0.3% 0.0%
1 Inch 3 - - 1.4% 0.0%
1.5 Inch 41 1037.8 1023.5 1.4% 0.6%
- 0.4% 0.0%
2 Inch 54 7126.9 7046.2 1.1% 0.6%
2.5 Inch
7210 0.3% 0.2%
1.5 Inch 41 1012.9 1009.3 0.4% 0.1%
- - -
2 Inch 54 7234.2
1 Inch 3 -
2015 Aggregate Qualification Client Name:Albert Frei and Sons
SAMPLE LOCATION:Pit 6 - Idaho Springs Quarry, 33501 US Highway 6
BEST ENGINEERING
SOLUTIONS AND TECHNOLOGIES AGGREGATE SUMMARY SHEET
PROJECT INFORMATION
UNIT WEIGHT AND VOIDS IN AGGREGATE
(ASTM C 29)
98
Sample 2
Sample 3
98.1Sample 1 98.10 1
1 98.098.00
98.75
Rodded
Sample
Weight
(lbs)
Bucket Volume
(ft3)
Unit
Weight
(pcf)
1 98.8
- -
Total Grading 100 Total Weighted Loss 0.1%
- No. 4 - -
Passing No. 200 Sieve
(%)
bsorption
(%)
7433.5 0.2%
SPECIFIC GRAVITY AND ABSORPTION
(ASTM C 127)
7446.2
SPECIFICATION PASS/FAIL
Specific Gravity 2.0
19198.5 19282.5 11979.5 2.64 0.4%
LIGHTWEIGHT PARTICLES
(ASTM C 123)
RESULTS
0.5% Max Pass
Average Unit Weight
Loose
Sample
Weight
(lbs)
Bucket Volume
(ft3)
Sample 1
Sample 2 85.70
Unit
Weight
(pcf)
Specific Gravity 2.4 0.0% 3.0% Max Pass
Initial Dry Weight
(g)
86.60 1 86.6
0.0%
PROJECT NAME:
Material Finer Than No. 200 Sieve
(ASTM C 117)
No. 2 Stone
-
Percent
Grading
1 85.7
Sample 3 87.55 1 87.6
87Average Unit WeightLOS ANGELES ABRASION (ASTM C 535)
Grading Initial Weight
(g)
Final Weight
(g)
Percent Loss
(%)
-
- - - -
PERCENTAGE OF FRACTURED PARTICLES
(ASTM D 5821)
Initial Weight
(g)
Final Weight
(g)
Fractured Particles
Minimum 2 Faces
(%)
-
1 9957.2 7412.7 25.6
Oven Dry
Weight (g)
MATERIAL TYPE:
SSD
Weight (g)
Submerged
Weight
(g)
Bulk (SSD)
Specific
Gravit
Final Dry Weight
(g)
Weighted
Loss
(%)
Intial
Weight
(g)
Final
Weight
(g)
Percent
Loss
SODIUM SULFATE SOUNDNESS
(ASTM C 88)
Retained
Sieve Size
PROJECT NUMBER:
- - - - -
15-1004
- -
-
--
- -
- No. 4
Total Grading 100 0.3%Total Weighted Loss
-
¾ Inch
⅜ Inch
No. 4
60214.8 60214.8 100%
Final
Weight
(g)
Percent
Loss
Weighted
Loss
(%)
CLAY LUMPS AND FRIABLE PARTICLES
(ASTM C 142)
MAGNESIUM SULFATE SOUNDNESS
(ASTM C 88)
Weighted
Loss
(%)
0.1%5021.1
- -
-
-
- - -
⅜ Inch
Total Grading 100 Total Weighted Loss
-
- -
- -
1.5 Inch 97 5027.1
- - -
0.1%
Retained
Sieve Size
Percent
Grading
Intial
Weight
(g)
1.2%
Retained
Sieve Size
Percent
Grading
Intial
Weight
(g)
Final
Weight
(g)
0.1%
Percent
Loss
No. 4
-
0.0%-
¾ Inch
-
- -
¾ Inch 3
⅜ Inch - -
-
- - -
No. 4 -
- No. 4
- -
Figure A-1
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
2015 Aggregate Qualification Client Name:Albert Frei and Sons
SAMPLE LOCATION:Pit 6 - Idaho Springs Quarry, 33501 US Highway 6
BEST ENGINEERING
SOLUTIONS AND TECHNOLOGIES AGGREGATE SUMMARY SHEET
PROJECT INFORMATION
PROJECT NAME:
No. 2 StoneMATERIAL TYPE: PROJECT NUMBER:15-1004
Retained
Sieve Size
Number of
Particles
Intial
Weight
(g)
1.3%
Percent
Flat and/or
Elongated
(by mass)
Percent
Flat and/or
Elongated
(by count)
0.5%
4.1%
Weighted
Percent
(by mass)
2.2%
FLAT AND/OR ELONGATED PARTICLES TEST
(ASTM D 4791)
Weighted
Percent
(by count)
2 Inch 54 100 31997.6 1309.0 5
Percent
Grading
Flat and/or
Elongated
Particles
(g)
Flat and/or
Elongated
Particles
(count)
5.0% 2.7%
½ Inch 34 99 13854.7 184.6 2 2.0% 0.8%
Total Weighted Average Flat and/or Elongated Particles 2.7% 3.5%
Figure A-2
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
*INDICATES OUT OF TOLERANCE
NO. 200 1.00.075
RESULTS
PROJECT NUMBER:
SODIUM SULFATE SOUNDNESS
(ASTM C 88)
MECHANICAL SIEVE ANALYSIS
(ASTM C 136 & ASTM C 117)
PASS/FAIL
-
Pit 6 - Idaho Springs Quarry, 33501 US Highway 6
15-1004
PROJECT INFORMATION
PROJECT NAME:
0
US STD
SPECIFIC GRAVITY AND ABSORPTION
(ASTM C 127)
CLAY LUMPS AND FRIABLE PARTICLES
(ASTM C 142)
Absorption (%)
N/ASpecific Gravity
PASS/FAILRESULTS SPECIFICATION
0.5% Max Pass
Specific Gravity 2.4
Specific Gravity 2.0
RESULTS SPECIFICATION PASS/FAIL
Pass
PASS/FAILSPECIFICATION
-
UNIT WEIGHT AND VOIDS IN AGGREGATE
(ASTM C 29)
N/A N/A
N/A N/A
Unit Weight (pcf)1.0 Max
N/A
2.61
1.5%
N/A
RESULTS SPECIFICATION PASS/FAIL
N/A
RESULTS
LOS ANGELES ABRASION
(ASTM C 131)
Percent Loss
Percent Fractured
2 Or More Faces
42%
PERCENTAGE OF FRACTURED PARTICLES
(ASTM D 5821)
50% Max
N/A
Pass
SPECIFICATION PASS/FAIL
N/A
Grading C
N/A N/A
N/A N/A1.19Tons per cubic yard
N/A
RESULTS SPECIFICATION PASS/FAIL
96 N/A N/A
40%
1.30
N/A
5
Rodded
NO. 4
NO. 8
100%
-
1.0 Max
SPECIFICATION
20-5520-55
MATERIAL TYPE:
SIEVE SIZE
SAMPLE LOCATION:
No. 89 Stone
ASTM C 33
SPEC
0.3
0.6
METRIC
NO.16
NO. 30
Tons per cubic yard
4
1/2"
2.36
100
0.15
NO. 50
NO. 100
PERCENT
PASSING
48
Loose
12.5
9.5
4.75
1.18
100
100
AASHTO
(CDOT)
SPEC
100
3/8"90-10090-100
RESULTS SPECIFICATION
Weighted Loss (%)
RESULTS SPECIFICATION
MAGNESIUM SULFATE SOUNDNESS
(ASTM C 88)
PASS/FAIL
3.7
5-30
0-10
-
-
3.3
0-10
0-5
-
5-30
-
PASS/FAIL
1.9% 12% Max Pass
Weighted Loss (%)
0-5
18% Max Pass
-
-
3.3%
45%Percent Voids
-
-
-
-
Percent Voids
Weighted Percent
(count)
1.0 Max
LIGHTWEIGHT PARTICLES
(ASTM C 123)
RESULTS
0
2.6%
Weighted Particles 0.5% 2.0% Max Pass
Weighted Percent
(mass)2.6% N/A N/A
PASS/FAIL
No. 89 Stone
RESULTS
N/A N/A
N/A
3.0% Max DETERMINATION OF MOISTURE CONTENT OF SOIL AND ROCK
(ASTM D 2216)
RESULTS SPECIFICATION
0.8%
SPECIFICATION
BEST ENGINEERING
SOLUTIONS AND TECHNOLOGIES AGGREGATE SUMMARY SHEET
2015 Aggregate Qualification CLIENT NAME:Albert Frei and Sons
FLAT AND/OR ELONGATED PARTICLES TEST
(ASTM D 4791)
PASS/FAIL
N/A
Unit Weight (pcf)88
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
B.E.S.T.
377 Spring Creek Road Silverthorne, Colorado 80498 Psalm 20 Phone: 970.409.9670 mbest.concrete@gmail.com
ATTACHMENT A
LABORATORY TEST RESULTS
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
2015 Aggregate Qualification CLIENT NAME:Albert Frei and Sons
SAMPLE LOCATION:Pit 6 - Idaho Springs Quarry, 33501 US Highway 6
BEST ENGINEERING
SOLUTIONS AND TECHNOLOGIES AGGREGATE TESTING RESULTS
PROJECT INFORMATION
UNIT WEIGHT AND VOIDS IN AGGREGATE
(ASTM C 29)
96
Sample 2
Sample 3
95.6Sample 1 23.91 0.25
0.25 96.624.14
24.07
Rodded
Sample
Weight
(lbs)
Bucket Volume
(ft3)
Unit
Weight
(pcf)
0.25 96.3
0.8% 0.0%
Total Grading 100 Total Weighted Loss 1.0%
- No. 16 2 - -
Passing No. 200 Sieve
(%)
Absorption
(%)
997.0 1.0%
SPECIFIC GRAVITY AND ABSORPTION
(ASTM C 127)
1006.7
SPECIFICATION PASS/FAIL
Specific Gravity 2.0
2083.5 2115.3 1305.0 2.61 1.5%
LIGHTWEIGHT PARTICLES
(ASTM C 123)
RESULTS
0.5% Max Pass
Average Unit Weight
Loose
Sample
Weight
(lbs)
Bucket Volume
(ft3)
Sample 1
Sample 2 21.85
Unit
Weight
(pcf)
Specific Gravity 2.4 0.0% 3.0% Max Pass
Initial Dry Weight
(g)
21.92 0.25 87.7
0.0%
PROJECT NAME:
Material Finer Than No. 200 Sieve
(ASTM C 117)
No. 89 Stone
0.4%
Percent
Grading
0.25 87.4
Sample 3 21.99 0.25 88.0
88Average Unit Weight
LOS ANGELES ABRASION
(ASTM C 131)
Grading Initial Weight
(g)
Final Weight
(g)
Percent Loss
(%)
PERCENTAGE OF FRACTURED PARTICLES
(ASTM D 5821)
Initial Weight
(g)
Final Weight
(g)
Fractured Particles
Minimum 2 Faces
(%)
100.244
- No. 8
C 4999.5 2916.3 41.7
Oven Dry
Weight (g)
MATERIAL TYPE:
SSD
Weight (g)
Submerged
Weight
(g)
Bulk (SSD)
Specific
Gravity
Final Dry Weight
(g)
Weighted
Loss
(%)
Intial
Weight
(g)
Final
Weight
(g)
Percent
Loss
SODIUM SULFATE SOUNDNESS
(ASTM C 88)
Retained
Sieve Size
PROJECT NUMBER:
2 - - 3.3% 0.1%
15-1004
96.9 3.3% 1.4%
100 1.9%Total Weighted Loss
No. 4
No. 8
52 305.6 303.3 0.8%
218.5 218.5 100%
Final
Weight
(g)
Percent
Loss
Weighted
Loss
(%)
CLAY LUMPS AND FRIABLE PARTICLES
(ASTM C 142)
MAGNESIUM SULFATE SOUNDNESS
(ASTM C 88)
Weighted
Loss
(%)
Total Grading
5.2%- - 0.2%
No. 8
Total Grading 100 Total Weighted Loss
2.2%44 100.5
52 309.2 304.0
Retained
Sieve Size
Percent
Grading
Intial
Weight
(g)
3.3%
Retained
Sieve Size
Percent
Grading
Intial
Weight
(g)
Final
Weight
(g)
0.4%
Percent
Loss
No. 16 5.2%
0.2%1009.9 No. 41005.8
1.9% 0.8%
No. 4 52
95.344 46.7 45.8
- No. 8 2
1.7% 0.9%
Initial Weight
(g)
DETERMINATION OF MOISTURE CONTENT OF SOIL AND ROCK
(ASTM D 2216)
Moisture Content
(%)
Final Weight
(g)
1247.8 1238.1 0.8%
Figure A-1
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
2015 Aggregate Qualification CLIENT NAME:Albert Frei and Sons
SAMPLE LOCATION:Pit 6 - Idaho Springs Quarry, 33501 US Highway 6
BEST ENGINEERING
SOLUTIONS AND TECHNOLOGIES AGGREGATE TESTING RESULTS
PROJECT INFORMATION
PROJECT NAME:
No. 89 StoneMATERIAL TYPE: PROJECT NUMBER:15-1004
Retained
Sieve Size
Number of
Particles
Intial
Weight
(g)
Percent
Flat and/or
Elongated
(by mass)
Percent
Flat and/or
Elongated
(by count)
Weighted
Percent
(by mass)
FLAT AND/OR ELONGATED PARTICLES TEST
(ASTM D 4791)
Weighted
Percent
(by count)
Percent
Grading
Flat and/or
Elongated
Particles
(g)
Flat and/or
Elongated
Particles
(count)
5.1% 2.6%No. 4 52 100 29.1 1.5 5 5.0%
Total Weighted Average Flat and/or Elongated Particles 2.6% 2.6%
2.6%
Figure A-2
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
Certified Properties ASTM PVC 10 PVC 20 PVC 30 PVC 40 PVC 50 PVC 60
Thickness D-5199 10 +/- 0.5 mil
0.25 +/- .013mm
20 +/- 1 mil
0.51 +/- .03 mm
30 +/- 1.5 mil
0.76 +/- .04 mm
40 +/- 2 mil
1.02 +/- .05 mm
50 +/- 2.5 mil
1.27 +/- .06 mm
60 +/- 3 mil
1.52 +/- .08 mm
Tensile Properties
Strength at Break
Elongation
Modulus at 100%
D-8824 Min
24 lbs/in
4.2 kN/m
250%
10 lbs/in
1.8 kN/m
48 lbs/in 8.4
kN/m
360%
21 lbs/in
3.7 kN/m
73 lbs/in
12.8 kN/m
380%
32 lbs/in
5.6 kN/m
97 lbs/in
17.0 kN/m
430%
40 lbs/in
7.0 kN/m
116 lbs/in
20.3 kN/m
430%
50 lbs/in
8.8 kN/m
137 lbs/in
24.0 kN/m
450%
60 lbs/in
10.5 kN/m
Tear Strength D-10044
Min
2.5 lbs
11 N
6 lbs
27 N
8 lbs
35 N
10 lbs
44 N
13 lbs
58 N
15 lbs
67 N
Dimensional Stability D-12044
Max Chg 4% 4% 3% 3% 3% 3%
Low Temperature Impact D-17904
Pass
-10o F
-23o C
-15o F
-26o C
-20o F
-29o C
-20o F
-29o C
-20o F
-29o C
-20o F
-29o C
Index Properties ASTM PVC 10 PVC 20 PVC 30 PVC 40 PVC 50 PVC 60
Specific Gravity D-792
Typical 1.2 g/cc 1.2 g/cc 1.2 g/cc 1.2 g/cc 1.2 g/cc 1.2 g/cc
Water Extraction Percent
Loss (max)
D-12394
Max Loss 0.15% 0.15% 0.15% 0.20% 0.20% 0.20%
Average Plasticizer
Molecular Weight D-21244,5 400 400 400 400 400 400
Volatile Loss Percent
Loss (max)
D-12034
Max Loss 1.5% 0.9% 0.7% 0.5% 0.5% 0.5%
Soil Burial
Break Strength
Elongation
Modulus at 100%
G1604
Max Chg
5%
20%
20%
5%
20%
20%
5%
20%
20%
5%
20%
20%
5%
20%
20%
5%
20%
20%
Hydrostatic Resistance D-7514
Min
42 psi
290 kPa
68 psi
470 kPa
100 psi
690 kPa
120 psi
830 kPa
150 psi
1030 kPa
180 psi
1240 kPa
Seam Strengths ASTM PVC 10 PVC 20 PVC 30 PVC 40 PVC 50 PVC 60
Shear Strength3 D-8824
Min
20 lbs/in
3.47 kN/m
38.4 lbs/in 6.7
kN/m
58.4 lbs/in 10
kN/m
77.6 lbs/in
14 kN/m
96 lbs/in
17 kN/m
116 lbs/in
20kN/m
Peel Strength3 D-8824
Min
10 lbs/in
1.8 kN/m
12.5 lbs/in 2.2
kN/m
15 lbs/in
2.6 kN/m
15 lbs/in
2.6 kN/m
15 lbs/in
2.6 kN/m
15 lbs/in
2.6 kN/m
Notes:
1. PGI 1104 replaces PGI 1103 Specification effective 1/1/04.
2. Certified properties are tested by lot as specified in PGI 1104 Appendix A.
3. Metric values are converted from US values and are rounded to the available significant digits.
4. Modifications or further details of test are described in PGI 1104 Appendix B.
5. Index properties are tested once per formulation as specified in PGI 1104 Appendix A.
PPVVCC
PPrroodduucctt DDaattaa SShheeeett
www.coloradolining.com
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
Permeable Pavers Submittal.pdfSubmittal Package 0005 - 31 90 00 - - Permeable Pavers.pdf
LID B1
LID Volume
Project:PVH Awing
Basin Description: B1
Contour Contour Depth Incremental Cumulative Incremental Cumulative
Elevation Area (ft)Volume Volume Volume Volume
(sq. ft) Avg. End Avg. End Conic Conic
(cu. ft) (cu. ft) (cu. ft) (cu. ft)
70.2 10.0 N/A N/A 0 N/A 0
70.5 202.0 0 32 32 26 26
Page 1
LID B4
LID Volume
Project:PVH Awing
Basin Description: B4
Contour Contour Depth Incremental Cumulative Incremental Cumulative
Elevation Area (ft)Volume Volume Volume Volume
(sq. ft) Avg. End Avg. End Conic Conic
(cu. ft) (cu. ft) (cu. ft) (cu. ft)
67.0 3.0 N/A N/A 0 N/A 0
67.5 158.0 1 40 40 30 30
68.0 114.0 1 68 108 68 98
Page 1
B6
LID Volume
Project:PVH Awing
Basin Description: B6
Contour Contour Depth Incremental Cumulative Incremental Cumulative
Elevation Area (ft)Volume Volume Volume Volume
(sq. ft) Avg. End Avg. End Conic Conic
(cu. ft) (cu. ft) (cu. ft) (cu. ft)
64.6 1.0 N/A N/A 0 N/A 0
65.0 90.0 0 18 18 13 13
Page 1
LID B8
LID Volume
Project:PVH Awing
Basin Description: B8
Contour Contour Depth Incremental Cumulative Incremental Cumulative
Elevation Area (ft)Volume Volume Volume Volume
(sq. ft) Avg. End Avg. End Conic Conic
(cu. ft) (cu. ft) (cu. ft) (cu. ft)
69.8 1.0 N/A N/A 0 N/A 0
70.0 39.0 0 4 4 3 3
70.5 128.0 1 42 46 40 43
Page 1
LID B13
LID Volume
Project:PVH
Basin Description: B13
Contour Contour Depth Incremental Cumulative Incremental Cumulative
Elevation Area (ft)Volume Volume Volume Volume
(sq. ft) Avg. End Avg. End Conic Conic
(cu. ft) (cu. ft) (cu. ft) (cu. ft)
68.0 145.0 N/A N/A 0 N/A 0
68.5 293.0 1 110 110 107 107
69.0 469.0 1 191 300 189 296
Page 1
LE
M
A
Y
A
V
E
N
U
E
PVHS A-WING
G G G G G G G
G
UG
E
UG
E
UG
E
UG
E
UG
E
UG
E
UG
E
UGE
G
G
G
UGE
UG
E
UG
E
UGE UGE
G
HO
S
P
I
T
A
L
L
A
N
E
LU
K
E
S
T
R
E
E
T
439.09 LF 8" PVC (C900) WATER LINE
PROP 4" WATER
SERVICE
METER VAULT
EX 6" WATER
LINE
EXIST 6"
WATER LINE
EX 12" WATER
LINE
PROP NYLOPLAST
DRAIN BASIN W/
GRATE
RIM =4969.00
4969.01
CONNECT PROP 8"
WATER LINE TO
EX 12" WATER LINE
USING A
12"x8" TAPPING SADDLE
W/ 8" GV (E)
W/ TB (W)
N= 4166.72
E = 2023.96
CONNECT PROPOSED 8"
WATERLINE TO EX 6" WATERLINE
INSTALL 6" x 6" TAPPING SADDLE ,
6" GV (W) W/ TB
& 6" x 8" REDUCER
N= 4166.55
E = 2551.45
PROP 6" FIRELINE POC
INSTALL 8" x 6" SWIVEL TEE
W/ 6" GV (S) & TB
N=4166.67
E = 2107.36
5 LF 8" PVC (C900)
WATER LINE
PROP 4" WATER
SERVICE POC
8" x 4" TEE W/ 4" GV (S) & TB
N= 4166.68
E = 2112.36
40.12 LF 6" DIP
WATER LINE
PROP FIRE HYDRANT
N=4126.55
E= 2107.46
PROP RELOCATED
FIRE HYDRANT
N=4187.31
E=2536.76
SEE SHEET C-003 FOR
EXISTING LOCATION.
14.21 LF 6" DIP
WATER LINE
PROP 6" FIRELINE POC
INSTALL 6" x 6" SWIVEL
TEE W/ 6" GV(W) & TB
N = 4187.63
E = 2550.97
/)39&
WATER SERVICE
PROP 8" SAN SEWER
TRAFFIC RATED CLEAN OUT.
CLEANOUT SHALL BE
BETWEEN THE PROPOSED
SIDEWALK AND BACK OF
CURB.
INV=4959.68
N= 4099.86
E= 2232.86
PROP 8" SAN SEWER
SERVICE
54.8 LF (SDR 35 PVC)
S=2.0%
EX 8" SAN SEWER
PROP 8" SAN SEWER
SERVICE
7.0 LF (SDR 35 PVC)
S=2.0%
CAP AND MARK END
INV=4959.82
N= 4092.82
E= 2232.82
EX 24" RCP
IRRIGATION PIPE
CONNECT PROP 24" RCP TO
THE EX MANHOLE.
CORE OPENING TO RECEIVE
RCP. CONSTRUCT WATER
TIGHT JOINT WITH
NON-SHRINK GROUT.
RIM =4970.21
4970.30
PROP 6" SWIVEL TEE W/
6" GV'S (S,E) & TB
N= 3896.46
E= 2067.17
13.90 LF 6" DIP
WATER LINE
POC FOR PROP 4" WATER SERVICE
5' OUTSIDE BUILDING. SEE
PLUMBING PLAN.
(IF WATER SRVC. CROSS-
CONNECTS WITH EXISTING
SERVICE(S) IN MAIN BUILDING, ALL
SERVICES WILL REQUIRE
INSTALLATION OF BACKFLOW
PREVENTERS)
PROP ASPHALT
PATCH (TYP)DOCTOR'S LANE
PROP RELOCATED
FIRE HYDRANT
N=3882.57
E=2067.24
SEE SHEETC-004
FOR EX LOCATION.
PROP FDC
SEE PLUMBING
PLAN.
,167$//3523
0+
CONNECT PROP 8" SAN
SEWER SERVICE TO EX 8"
SAN SEWER LINE
INV 4958.38 (E, W)
INV 4958.58 (S)
N 4154.64
E 2233.11
86.39 LF 8" PVC (C900) WATER LINE
EX, ABONDONED IRRIGATION STRUCTURE
TO BE MODIFIED. REMOVE EX GRATE,
SAWCUT CONC WALLS 8" BELOW FINISHED
GRADE AND INSTALL REINFORCED CONC
SLAB W/ AREA INLET TO MATCH FINISH
GRADE (SEE DETAIL, SHEET C-018).
EX 24" RCP
IRRIGATION PIPE
EX IRRIGATION
CONTROL
BOX (SEE LANDCAPE
PLANS FOR CONNECTION
AND RELOCATION)
47.09 LF 6" DIP
WATER LINE
PROP LOCATION FOR RESET OF EX
4-PORT FDC CONNECTION
(SEE PLUMBING PLAN)
EX SAN SEWER MH.
IF NOT USED,
ABANDON EX SAN
SEWER SERVICE
(S & SE) AT THE
MANHOLE.
SEE SHEET C-003.
EX 12" SAN SEWER
EX 6" SAN SWR
EX SAN SEWER MH
IF NOT IN USE,
ABANDON EX SAN
SEWER SERVICE (S)
AT THE MANHOLE.
SEE SHEET C-003.
EX FIRE LINE
CONNECT PROP 4" PVC UNDERDRAIN
TO THE EX 24" IRRIGATION PIPE WITH 4"
SOLID PVC. CORE OPENING TO RECEIVE
PVC PIPE. CONSTRUCT WATER TIGHT
JOINT WITH A CONCRETE COLLAR. SEE
DETAIL SHEET C-016. INSTALL 4"
TRAFFIC RATED CLEAN OUT.
PROPOSED TRAFFIC SIGNAL,
CONTROL BOX AND RELATED
ELECTRICAL BOXES TO BE
RELOCATED PER DESIGN BY CITY
OF FORT COLLINS TRAFFIC
DEPARTMENT.
LOCATION SHOWN SCHEMATICALLY.
PROPERTY CORNER
N 4417.62
E 2274.72
PROPERTY CORNER
N 4421.08
E 2529.70
PROPOSED
PROPERTY CORNER
N 4193.75
E 2529.75
EX PROPERTY
BOUNDARY
EX PROPERTY
BOUNDARY
PROP PROPERTY
BOUNDARY/ROW
PROP PROPERTY
BOUNDARY/ROW
EX PROPERTY
BOUNDARY
PROP PROPERTY
BOUNDARY/ROW
PROP PROPERTY BOUNDARY/ROW
BY SEPARATE DOCUMENT
PROP PROPERTY
BOUNDARY/ROW BY
SEPARATE DOCUMENT
EX ROW
EXISTING ACCESS, UTILITY AND
DRAINAGE EASEMENT TO BE
VACATED BY SEPARATE
DOCUMENT.
EX BUILDING ENVELOPE
EX BUILDING ENVELOPE
EXISTING ACCESS, UTILITY AND
DRAINAGE EASEMENT TO BE
VACATED BY SEPARATE
DOCUMENT.
PROP 30' EMERGENCY
ACCESS EASEMENT, BY
SEPARATE DOCUMENT
T
PROP 2" IRRIGATION
WATER SERVICE POC
INSTALL 2" x 8" TAPPING
SADDLE
N= 4166.70
E = 2101.32
/)7<3(.
COPPER WATER
SERVICE
PROP 2" IRRG
SERVICE VAULT,
4' DIA. MH
PROP CURB
STOP
CONTACT CITY OF FORT
COLLINS WATER
DISTRIBUTION TO MAKE
WET TAP, CALL
970-221-6700
EX 6" WATERLINE
EX 12"
WATERLINE
S
PROP 5' MH
W/ NEENAH R-2533
AREA INLET
RIM =4971.00
4970.96
1
1
1
1
1
1
1
1
1
1
1
0'30'60'
SCALE: 1" = 30'
ASPEN
OVERALL UTILITY PLAN
OV
E
R
A
L
L
U
T
I
L
I
T
Y
P
L
A
N
C-011
11
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.
UTILITY PLAN APPROVAL
City of Fort Collins, Colorado
SHEET No:
PO
U
D
R
E
V
A
L
L
E
Y
H
O
S
P
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A
L
,
A-
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P
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M
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FO
R
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C
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L
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N
S
,
C
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O
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PR
O
J
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/
L
O
C
A
T
I
O
N
:
DR
A
W
I
N
G
:
OF 18
CHECKED BY:
DESIGNED BY:
DRAWN BY:
DE
S
C
R
I
P
T
I
O
N
O
F
R
E
V
I
S
I
O
N
:
DA
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:
RE
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E
D
B
Y
:
AP
P
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E
D
B
Y
:
RE
V
.
#
1 2 3 4 5 6 7
project no: 300-003
date: 6/16/15
JRG
AGW
AGW
LEGEND:
F
S
MP
D
G
E
COMM
x"W
8"SA
T
SS
x"W
IRRG
UTILITY NOTES:
These Drawings of Record have been
prepared based upon a survey by King
Surveyors Inc., dated March 30, 2017.
RECORD DRAWING 1
DR
A
W
I
N
G
O
F
R
E
C
O
R
D
8/
2
5
/
1
7
AG
W
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.
ST
O
R
M
S
E
W
E
R
A
&
A
2
P
L
A
N
&
P
R
O
F
I
L
E
S
C-012
12
STORM SEWER A
UTILITY PLAN APPROVAL
City of Fort Collins, Colorado
SHEET No:
PO
U
D
R
E
V
A
L
L
E
Y
H
O
S
P
I
T
A
L
,
A-
W
I
N
G
R
E
P
L
A
C
E
M
E
N
T
FO
R
T
C
O
L
L
I
N
S
,
C
O
L
O
R
A
D
O
PR
O
J
E
C
T
/
L
O
C
A
T
I
O
N
:
DR
A
W
I
N
G
:
OF 18
CHECKED BY:
DESIGNED BY:
DRAWN BY:
DE
S
C
R
I
P
T
I
O
N
O
F
R
E
V
I
S
I
O
N
:
DA
T
E
:
RE
V
I
S
E
D
B
Y
:
AP
P
R
O
V
E
D
B
Y
:
RE
V
.
#
1 2 3 4 5 6 7
project no: 300-003
date: 6/16/15
JRG
AGW
AGW
STORM SEWER A2
ASPEN
RO
O
F
D
R
A
I
N
I
N
V
.
&
C
O
N
N
E
C
T
S
I
Z
E
8/
2
1
/
1
5
AG
W
These Drawings of Record have been
prepared based upon a survey by King
Surveyors Inc., dated March 30, 2017.
RECORD DRAWING 2
DR
A
W
I
N
G
O
F
R
E
C
O
R
D
1/
3
/
1
7
AG
W
2
2 2 2 2
2
2
2
2
2
2
LEGEND
4.3% = GRADE PER SURVEYED
ELECTRONIC SURFACE
NOTE: THIS DRAWING HAS BEEN
MODIFIED BY ASPEN ENGINEERING FOR
THE PURPOSES OF A GRADING
CERTIFICATION
2.09
%
2.87%
2.50%
3.09%
1.
2
8
%
0.
6
9
%
0.
8
6
%
0.
8
8
%
2.33%
2.43
%
1.72%
0.
6
5
%
3.15%
0.
4
3
%
2.
2
4
%
1.
8
3
%
0.55%0.54%
1.
7
1
%
2.29%0.37%
2.1
2
%
5.13%
1.17%
3.
3
8
%
3.30%
0.72%
3.
8
4
%
2.2
5
%
1.
4
8
%
0.90%
0.86%1.02%
0.66%
2.6
5
%
4.02%
4.0
7
%
1.17%
1.
9
7
%
1.
7
6
%
2.01%
1.68%
3.01%
6.6
7
%
2.4
5
%
0.
6
7
%
0.25%
0.72
%
0.
4
2
%
4.82%
0.
8
5
%
0.40%
0.
9
3
%
1.
2
4
%
3.3
5
%
3.
4
2
%
4972.82 IL UPSTREAM CHASE
4972.31 IL DOWNSTREAM CHASE
4969.09 IL UPSTREAM CHASE
DESIGN FF = 4972.58