HomeMy WebLinkAboutDrainage Reports - 11/02/1995r,
0
Final Drainage and Erosion Control Report
for
PI KAPPA ALPHA FRATERNITY EXPANSION
Fort Collins, Colorado
Prepared for:
Amshel Corporation
PO Box 1978
Fort Collins, Colorado 80522
Prepared by:
Shear Engineering Corporation
Project No: 1060-02-95
Date: October, 1995
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-031 1
October 24, 1995
Project No: 1060-02-95
Basil Hamdan
City of Fort Collins Stormwater Utility
P.O. Box 580
Ft. Collins, Colorado 80522
Re: PI KAPPA ALPHA FRATERNITY EXPANSION; Fort Collins, Colorado
Dear Basil,
Enclosed, please find the Final Drainage and Erosion Control Report for the PI KAPPA
ALPHA FRATERNITY EXPANSION. The hydrology data and the hydraulic analysis
presented in this report complies with the requirements of the City of Fort Collins Storm
Drainage Criteria Manual; dated March, 1984, and the Erosion Control Reference Manual.
The plans and report have been revised per your comments dated October 23, 1995. Your
original redlined report and plan are attached for your convenience. Per our phone conversation
of Monday October 23, 1995, I have also enclosed mylars for your signature. We will follow up
with sepias and signed and stamped prints after we have received approved plans.
If you have any questions or comments, please call me or Mark Oberschmidt at 226-5334.
E
e
D YY J / 111GV
cc: Amshel Corporation
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311
Page 1
Final Drainage and Erosion Control Report
Project No. 1060-02-95
The Pi Kappa Alpha fraternity currently consists of two (2) fraternity houses and a small gravel
based parking area. There is an existing duplex unit located along Meldrum just north of the
existing fraternity house at the intersection of Laurel and Meldrum, between the fraternity house
and the alley to the north which accesses the fraternity parking area. Development of the site
will take place over several years and consists of two phases.
The existing parking area will be re -defined based on final parking lot design conditions, and
paved as a part of a Phase 1 improvement to the site. Paving will proceed in 1995. The ultimate
fraternity expansion plan includes the demolition of the two (2) existing fraternity houses and the
duplex located just to the North/Northeast of the existing fraternity houses. A single new
fraternity house will be constructed and the parking lot expanded to ultimate design
considerations. Ultimate improvements may occur in two years.
This report analyzes the overall drainage effect of the ultimate development considering the
entire proposed parking lot and the proposed single fraternity house. The present phase 1
parking lot construction will include placement of a portion of the overall designed parking area.
Two plans are presented with this report to represent both the initial phase of development and
the ultimate development of the site.
Page 2
Final Drainage and Erosion Control Report
Project No. 1060-02-95
L GENERAL LOCATION AND DESCRIPTION:
A. Location
1. The proposed Pi Kappa Alpha fraternity is located in the Southeast quarter of Section
11, T7N, R69W of the 6th P.M., Fort Collins, Colorado.
2. More specifically, it is located at 402-406 West Laurel Street on the Northwest
corner of the intersection West Laurel and Meldrum Streets. The project site is
located in the southwest section of Old Town Fort Collins.
3. The site is bounded on the south (across the street) by Colorado State University, on
the east by single family residential development along West Laurel and Meldrum, on
the west by an existing sorority house and on the north by multi -family and single
family development.
B. Description of Property
1. There are several existing buildings on the 0.71 acre site along with a gravel parking
lot. The existing buildings consist of two (2) fraternity houses fronting on West
Laurel Street and a duplex which fronts on Meldrum Street.
2. The proposed expansion, will occur in two stages. The first stage will consist of the
following;
a. Grading and paving the existing graveled parking area to meet partial ultimate
parking lot design considerations.
The final stage will consist of the following;
a. Demolition of the two fraternity houses and the duplex.
b. Construction of a larger fraternity house along with the final portion of the
parking lot.
3. Two plans are submitted with this report defining the extent of work to be done
during the two stages of construction.
Page 3
Final Drainage and Erosion Control Report
Project No. 1060-02-95
II. DRAINAGE BASINS AND SUB -BASINS:
A. Major Basin Description
1. The site is located within the Old Town Basin as defined on the City of Fort Collins
Master Stormwater Basin Map.
a. The Basin fee rate for this basin is $4,150.00 per gross acre according to the
development fee section of the City of Fort Collins Development Manual. It is
our understanding that this may be reduced if detention is provided.
2. The flow pattern of this portion of Old Town Basin is generally easterly and northerly
to the Cache La Poudre River. It is highly channelized as it is almost completely
developed. Street and storm sewer infrastructure are the primary means of
stormwater conveyance.
3. There are currently no Master Drainage Improvement plans for this section of the Old
Town Basin.
4. There is a concrete lined, underground irrigation ditch which traverses the Northeast
corner of the overall site. This underground irrigation ditch represents a design
constraint associated with the ultimate development of the Pi Kappa Alpha fraternity
site.
B. Sub -Basin Description
1. The site is historically defined by two (2) minor sub -basins. From about the center of
each of the three existing units, runoff is conveyed to the Laurel and Meldrum street
system (front yard drainage). Runoff from the remaining area is conveyed to the rear
of the units, to the existing parking area, and to the alley located along the north
property line.
2. There is a 24" valley pan located in the center of the alley on the north side of the site.
The pan conveys stormwater in a westerly direction to an existing inlet. From the
inlet, a 12" diameter PVC storm sewer pipe conveys runoff to the north.
3. Stormwater in Meldrum Street generally flows in the gutter in a northerly direction
from the intersection.
4. Stormwater in West Laurel Street generally flows east to an existing inlet located near
the intersection of Meldrum and Laurel. A 10" cast iron pipe conveys stormwater
from the inlet to the east.
Page 4
Final Drainage and Erosion Control Report
Project No. 1060702-95
III. DRAINAGE DESIGN CRITERIA:
A. Regulations
1. Design Criteria from the City of Fort Collins Storm Drainage Design Criteria Manual
and options for storm drainage improvements discussed by the City of Fort Collins
were considered.
B. Development Criteria Reference and Constraints
1. The site is completely developed on all sides, creating grading constraints for the
entire perimeter of the project.
2. Detention is required with this project. The flexibility for achieving the required
detention volume in the parking area, is severely limited due to the surrounding
constraints, including the three (3) existing buildings on the site which remain as a
part of phase 1.
a. The parking lot can not be raised for surface outfalls due to the limiting alley
grades to the north.
b. Parking lot grades and detention outfall, depends entirely on the utilization of the
existing inlet Northwest of the site, in the alley. The inlet is shallow (1.80' deep)
and further limits the flexibility for achieving the required detention volume in the
parking area.
c. Detention pond outfalls to either Laurel or Meldrum are extremely difficult to
achieve due to the proximity of the parking lot to Laurel and due to the proximity
of the underground irrigation ditch along Meldrum.
C. Hydrological Criteria
1. The Rainfall -Intensity -Duration curves for the City of Fort Collins were used (Figure
3-1, attached for reference), in conjunction with the "Rational Method" for
determining peak flows at various concentration points.
2. The two (2) and one hundred (100) year storms were studied in accordance with
Table 3-1 of the City of Fort Collins Storm Drainage Design Criteria Manual for
residential sites.
3. Detention pond volumes were determined using the the Mass Diagram Method
(Cumulative Runoff Method). The maximum allowable release rate is based on the
peak 2 year flow for historic conditions.
D. Hydraulic Criteria
1. Storm sewer and drainage channel capacities are based on the Mannings Equation.
The Mannings coefficients will be as suggested by the City of Fort Collins Storm
Drainage Criteria Manual.
Page 5
Final Drainage and Erosion Control Report
Project No. 1060-02-95
M. DRAINAGE DESIGN CRITERIA:
D. Hydraulic Criteria
2. Detention outfalls are based on the orifice equation utilizing the orifice equation
coefficient as suggested by the City of Fort Collins Storm Drainage Criteria Manual.
IV. DRAINAGE FACILITY DESIGN:
A. General Concept
1. The parking area will be designed to create a detention pond, maximizing storage
volumes with the design constraints mentioned.
a. The grading design in the parking area will provide detention storage for both the
Phase 1 and Ultimate conditions.
b. The grading design for the ultimate conditions attempts to maximize the
contributing area to the detention pond.
2. A majority of the stormwater runoff from the site, will be conveyed to the parking
area detention pond at the time of ultimate development. This will require that the
building design consider roof drainage which will allow for conveyance of
stormwater to the parking lot from the northern half of the roof.
3. Stormwater from the parking lot detention area will be conveyed to an existing 2' x 2'
area inlet located in the alley on the north side of the site.
a. A sanitary sewer line located in the alley immediately below the 24" valley pan,
limits the flexibility for aligning the detention pond outfall pipe to the existing
inlet.
Page 6
Final Drainage and Erosion Control Report
Project No. 1060-02-95
IV. DRAINAGE FACILITY DESIGN:
B. Specific Details
1. A summary of the Phase one detention requirements and design values is listed
below. The pond was sized using the entire site area (0.71 acres) in conjunction with
the Mass Diagram Method even though only a portion of the site, sub -basin In (= 0.34
acres), actually contributes stormwater to the pond. This was done in order to
compensate for the areas which do not contribute to the pond area (Sub -basin lb and
Ic).
a. The high water surface elevation, prior to overflow into the alley, is 5001.6 feet.
b. The required storage volume is 2,756 cubic feet.
c. The storage volume provided is 2,992 cubic feet.
d. The 100 year Water Surface Elevation (W.S. El.) is approximately 5001.40 feet.
e. The maximum pond depth is 1.0 foot.
2. A summary of the ultimate condition detention requirements and design values is
listed below. The grading design for the ultimate development of the site increases
the onsite contributing area to the pond from 0.34 acres to 0.42 acres. This results in
a net decrease in runoff from Sub -basin lb and Ic from the existing condition to the
ultimate condition. Refer to page 10 in the drainage calculations.
a. The high water surface elevation, prior to overflow into the alley, is 5001.6 feet.
b. The required storage volume is 3646 cubic feet.
c. The storage volume provided is 3985 cubic feet.
d. The 100 year Water Surface Elevation (W.S. El.) is approximately 5001.42 feet.
e. The maximum pond depth is 1.0 foot.
Page 7
Final Drainage and Erosion Control Report
Project No. 1060-02-95
IV. DRAINAGE FACILITY DESIGN:
B. Specific Details (continued)
3. The detention pond outfall will consist of an orifice opening in a high curb, located at
the low point of the parking lot. A small box structure, similar to a diversion box,
will be provided at this point, to allow the main outfall to the existing inlet to consist
of a 12" diameter storm sewer.
a. The orifice discharge invert elevation is 5000.6 feet. The orifice has a diameter of
four (4") inches.
b. The top of the outlet structure is at an elevation of 5001.6 feet.
c. A four (4') foot wide weir is provided on the east side of the structure at an
elevation of 5001.42 in order to insure that the required storage for the 100-year
storm event is provided and provide a small overflow device. Refer to page 15 in
the drainage calculations. The top of the structure on the other three sides are at
an elevation of 5001.6 feet.
d. The orifice opening will restrict flows to the historic 2-year flows. The maximum
allowable release rate is 0.50 cfs.
e. The outfall storm sewer from the diversion box to a manhole in the alley will be a
6" diameter PVC storm sewer at 0.40%. The storm sewer will then tie into the
existing inlet just northwest of the project site. This will require reconstruction of
damaged 24" valley pan in the alley. The storm sewer from the manhole to the
existing area inlet will be a 12" RCP class V pipe at 0.40%. Class V pipe is
necessary due to the minimum cover that is provided over the pipe.
4. The outlet pipe from the pond conveys stormwater to an existing area inlet located in
the alley on north side of the site.
a. The grate elevation of the existing inlet is 5001.1 feet.
b. The invert elevation of the inlet is 4999.3 feet.
c. The outlet pipe from the existing inlet is a12" PVC.
Page 8
Final Drainage and Erosion Control Report
Project No. 1060-02-95
V. EROSION CONTROL:
A. General Concept
1. Erosion control measures are specified on the Drainage and Erosion Control plan.
a. Maintenance of erosion control devices will remain the responsibility of the
contractor and the owner until the project is complete.
b. Erosion control measures will be required for Phase 1 improvements. Further
erosion control measures will be required when ultimate development of the
proposed expansion occurs.
c. An additional security deposit may be required at the time of ultimate
development.
B. Specific Details
1. The following measures are specified on the Drainage and Erosion Control plan:
a. A gravel inlet filter around the proposed detention pond outfall in the parldng
area. This will be required for both Phase 1 and ultimate development
construction phases.
b. An area inlet filter composed of Hay bales around the existing inlet in the alley.
c. An inlet gravel filter will be required for the inlet located at the Northwest corner
of the intersection of Laurel and Meldrum. This device will only be required
when the ultimate development occurs.
d. Silt fence along the Meldrum and Laurel Streets. The silt fence will only be
required when the ultimate development occurs.
Page 9
Final Drainage and Erosion Control Report
Project No. 1060-02-95
VI. EROSION CONTROL SECURITY DEPOSIT:
An erosion control security deposit is required in accordance with City of Fort Collins
policy (Chapter 7, Section C : SECURITY; page 7.23 of the City of Fort Collins
Development Manual). In no instance shall the amount of the security be less than
$1000.00.
1. According to current City of Fort Collins policy, the erosion control security deposit
is figured based on the larger amount of 1.5 times the estimated cost of installing
the approved erosion control measures or 1.5 times the cost to re -vegetate the
anticipated area to be disturbed by construction activity.
i The cost to install the proposed erosion control measures is approximately
$150.00. Refer to the cost estimate attached in Appendix I. 1.5 times the cost
to install the erosion control measures is $ 225.00.
ii. Based on current data provided by the City of Fort Collins Stormwater Utility, and
based on an actual anticipated net affected area which will be disturbed by
construction activity (approximately 0.20 acres), we estimate that the cost to re -
vegetate the disturbed area will be $260.00 ($1,300.00 per acre x 0.20 acres). 1.5
times the cost to re -vegetate the disturbed area is $390.00. The $1,300.00 per acre
for re -seeding sites of less than 1 acre was quoted to us by the City of Fort Collins
Stormwater Utility staff.
2. The erosion control security deposit amount required for Phase 1 of the Pi Kappa
Alpha Expansion will be $1,000.00. See the Erosion Control Security Deposit
Requirements document located in Appendix III.
3. The erosion control security deposit is reimbursable.
VIL VARIANCE FROM CITY STANDARDS
A. Variance from City of Fort Collins requirements
1. With this report , we are formally requesting a variance from the City of Fort Collins
Standard that the minimum pipe size in City R.O.W. be fifteen (15") inches.
a. We are using a 12" Class V pipe in the R.O.W. because the inlet we are
connecting into is very shallow.
b. If a 15" pipe were installed there would be insufficient cover on the pipe.
Page 10
Final Drainage and Erosion Control Report
Project No. 1060-02-95
VIIL CONCLUSIONS:
IX.
A. Compliance with Standards
1. All drainage analysis has been performed according to the requirements of the City of
Fort Collins Storm Drainage Criteria Manual.
2. Proposed drainage improvements generally conform with the recommendations of the "
City of Fort Collins Master Drainage Plan.
3. Proposed erosion control measures generally conform with the recommendations of
the City of Fort Collins standards.
B. Drainage Concept
1. The proposed drainage design for Pi Kappa Alpha Fraternity is effective for the
control of storm runoff with a considerable reduction in potential downstream effects.
2. The proposed drainage design for Pi Kappa Alpha Fraternity will have absolutely no
effect on City of Fort Collins Master Drainage Plan recommendations.
1. City of Fort Collins "Storm Drainage Design Criteria and Construction Standards';
May, 1984
2. City of Fort Collins "Erosion Control Reference Manual"; January, 1991
FLOW SUMMARY FOR PI KAPPA ALPHA FRATERNITY EXPANSION
EXISTING AND PHASE ONE CONDITIONS
DESIGN CONTRIBUTING AREA C2 C10 C100 Tc Tc I2 I10 I100 Q2 Q10 Q100 DESIGN
POINT SUB 2,10 100
BASIN(S) ac. min. min iph iph iph cfe cfe cfe
rr+♦r+rr♦r+rr♦rrr+♦r+rr++:r++rr+rrrr++rr+rrrr+:r+r+r♦rrrrrr+r+rrrrrrrwrwrrwrrrrwrwrrrrwr+wrr+r:+rrrrrw
EXISTING CONDITIONS EXISTING CONDITIONS
A Ia 0.34 0.45 0.45 0.56 5.00 5.00 3.29 5.64 9.30 0.50 0.86 1.77 DST POND
B Ib & Imwb 0.58 0.65 0.65 0.82 5.00 5.00 3.29 5.64 9.30 1.24 2.13 4.42 STREET
C Ic & Irowc 0.26 0.60 0.60 0.75 5.00 5.00 3.29 5.64 9.30 0.51 0.88 1.81 I/P
SITE ONLY SITS ONLY
B Ib 0.24 0.42 0.42 0.52 5.00 5.00 3.29 5.64 9.30 0.33 0.57 1.16 STREET
C Ic 0.13 0.43 0.43 0.54 5.00 5.00 3.29 5.64 9.30 0.18 0.32 0.65 I/P
PHASE 1 CONDITIONS PHASE 1 CONDITIONS
A Ia 0.34 0.66 0.66 0.83 5.00 S.00 3.29 5.64 9.30 0.74 1.27 2.62 DET POND
ABBREVIATIONS NOTE: THERE IS NO CHANGE TO SUBBASINS Ib,Ic,Irowb, AND Irowc DURING PHASE 1
I/P INLET AND PIPE Tc IS NOT A FACTOR IN THE DETERMINATION OF PEAK RUNOFF
ONLY THE INCREASE IN IMPERVIOUSNESS AFFECTS THE PEAL( RUNOFF
PHASE 1 WILL CONSIST OF GRADING AND PAVING EXISTING PARKING LOT
FLOW SUMMARY FOR PI KAPPA ALPHA FRATERNITY EXPANSION
ULTIMATE CONDITIONS
DESIGN CONTRIBUTING AREA C2 C10 C100 Tc Tc I2 I10 I100 Q2 Q10 Q100 DESIGN
POINT SUB 2,10 100
BASIN(S) ac. min. min iph iph iph cfe cfe cfe
+r+rr+r+r++rr+rrr+rr++rrrrr++r+r++rrrrrrrrr+r+r+r++r+rr+rrr+rrrr+r+rr+r++r+rr+rr+:rrrrrr++rr+trrrrrwrr
ULTIMATE CONDITIONS ULTIMATE CONDITIONS
A Ia 0.42 0.77 0.77 0.95 5.00 5.00 3.29 5.64 9.30 1.06 1.82 3.71 DBT POND
B Ib & Irowb 0.44 0.68 0.68 0.85 5.00 5.00 3.29 5.64 9.30 0.98 1.69 3.48 STREET
C Ic & Irowc 0.32 0.65 0.65 0.81 5.00 5.00 3.29 5.64 9.30 0.68 1.17 2.41 I/P
SITE ONLY SITE ONLY
B Ib 0.10 0.20 0.20 0.2S 5.00 5.00 3.29 5.64 9.30 0.07 0.11 0.23 STREET
C Ic 0.19 0.56 0.56 0.69 5.00 5.00 3.29 5.64 9.30 0.35 0.60 1.22 I/P
ABBREVIATIONS NOTE: Tc IS NOT A FACTOR IN THE DETERMINATION OF PEAK RUNOFF
I/P = INLET AND PIPE ONLY THE INCREASE IN IMPERVIOUSNESS AFFECTS THE PEAK RUNOFF
ULTIMATE CONDITIONS WILL CONSIST OF THE FOLLOWING:
1 REMOVAL OF THE EXISTING BUILDINGS ON THE PROPERTY
2 CONSTRUCTION OF 1 FRATERNITY HOUSE FRONTING ON WEST LAUREL STREET
3 FINAL EXPANSION AND PAVING OF THE PARKING LOT
SHEAR ENGINEERING CORPORATION
PAGE 1
PROJECT :PI KAPPA ALPHA DATE: 10/02/95
PROJ.NO. :1060-02-95 BY: HBO
LOCATION :LAUREL STREET FILE: PKACOEF
NOTE: AREAS WITHIN THE LIMITS OF THE ROW WILL NOT BE AFFECTED BY THIS PROJECT
EXISTING SITE AND ROW BREAKDOWN
SUBBASIN AREA C2,10 C100 ASPHALT GRAVEL CONCRETE LAWN ROOF
acres 0.95 0.50 0.95 0.20 0.95
Is 0.34 0.45 0.56 0.16 0.13 0.05
Ib 0.24 0.42 0.52 0.02 0.17 0.05
Ic 0.13 0.43 0.54 0.01 0.09 0.03
SUBTOTAL 0.71 0.00 0.16 0.03 0.39 0.13
Irowb 0.34 0.82 1.00 0.26 0.02 0.06
Irowc 0.13 0.78 0.97 0.08 0.02 0.03
TOTAL 1.18 0.34 0.16 0.07 0.46 0.13
DESIGN BASINS AREA C2,10 C100
POINT
B Ib & Irowb 0.58 0.65 0.82
C Ic & Irowc 0.26 0.60 0.75
INTERIM SITE AND ROW BREAKDOWN
SUBBASIN AREA C2,10 C100 ASPHALT GRAVEL CONCRETE LAWN ROOF
acres 0.95 0.50 0.95 0.20 0.95
Is 0.34 0.66 0.83 0.16 0.13 0.05
Ib 0.24 0.42 0.52 0.02 0.17 0.05
Ic 0.13 0.43 0.54 0.01 0.09 0.03
SUBTOTAL 0.71 0.54 0.67 0.16 0.00 0.03 0.39 0.13
DESIGN BASINS AREA C2,10 C100
POINT
B Ib & Irowb 0.58 0.65 0.82
C Ic & Irowc 0.26 0.60 0.75
ULTIMATE SITE BREAKDOWN
SUBBASIN AREA C2,10 C100 ASPHALT GRAVEL CONCRETE LAWN ROOF
acres 0.95 0.50 0.95 0.20 0.95
Is 0.42 0.77 0.96 0.23 0.01 0.10 0.08
Ib 0.10 0.20 0.25 0.10
Ic 0.19 0.56 0.69 0.01 0.10 0.08
SUBTOTAL 0.71 0.23 0 0.02 0.3 0.16
DESIGN BASINS AREA C2,10 C100
POINT
B Ib & Irowb 0.44 0.68 0.85
C Ic & Irowc 0.32 0.65 0.81
SHEAR ENGINEERING CORPORATION
EXISTING CONDITIONS
SURFACE
STREETS
ASPHALT
CONCRETE
GRAVEL
G$1.3;K
LAWNS SANDY SOIL
PLAT < 2%
AVERAGE 2 - 7%
STEEP > 7%
LAWNS HEAVY SOIL
COMPOSITE RUNOFF COEFFICIENTS
PAGE 2
PROJECT :PI KAPPA ALPHA
PROJ.NO. :1060-02-95 DATE: 10/02/95
LOCATION :LAUREL STREET BY: MEO
PILE :PKACOEF
NOTES :SITE ONLY
DOES NOT INCLUDE ROW
RUNOFF
COEF.
(acres)
0.000 0.950 0.000
0.030 0.950 0.029
0.160 0.500 0.080
0.130 0.950 0.124
0.000 0.100 0.000
0.000 0.150 0.000�
0.000 0.200 0.000
PLAT < 2%
0.390
0.200
0.078
AVERAGE 2 - 7%
0.000
0.250
0.000
STEEP > 7%
0.000
0.350
0.000
TOTAL AREA
0.710
0.310
C2
C10
C100
COMPOSITE C VALUE
0.437
0.437
0.546
USE
0.44
0.44
0.56
A
SHEAR ENGINEERING CORPORATION
PHASE 1 DEVELOPED CONDITIONS
COMPOSITE RUNOFF COEFFICIENTS
PAGE 3
PROJECT :PI KAPPA ALPHA
PROJ.NO. :1060-02-95 DATE: 10/02/95
LOCATION :LAUREL STREET BY: MEO
PILE :PKACOEF
NOTES :PARKING LOT PAVED ONLY
DOES NOT INCLUDE ROW
RUNOFF
SURFACE CORP.
CHARACTERISTICS AREA C C*A
(acres)
STREETS
ASPHALT 0.160 0.950 0.152
CONCRETE 0.030 0.950 0.029
GRAVEL 0.000 0.500 0.000
ROOFS 0.130 0.950 0.124
LAWNS SANDY SOIL
PLAT < 2% 0.000 0.100 0.000
AVERAGE 2 - 7% 0.000 0.150 0.000
STEEP > 7% 0.000 0.200 0.000
LAWNS HEAVY SOIL
PLAT < 2% 0.390 0.200 0.078
AVERAGE 2 - 7% 0.000 0.250 0.000
STEEP > 7% 0.000 0.350 0.000
TOTAL AREA 0.710 0.382
C2 CIO C100
COMPOSITE C VALUE 0.538 0.538 0.673
USE - 0.54 0.54 O.L7
SHEAR ENGINEERING CORPORATION
ULTIMATE CONDITIONS
COMPOSITE RUNOFF COEFFICIENTS
PAGE
4
PROTECT
:PI KAPPA ALPHA
PROJ.NO.
:1060-02-95
DATE: 10/02/95
LOCATION
:LAUREL STREET
BY: MEO
FILE
:PKACOEF
NOTES
:PARKING LOT PAVED
DUPLEX REMOVED & NEW
BUILDING = 70*100
DOBS NOT INCLUDE ROW
RUNOFF.
SURFACE
CORP.
CHARACTERISTICS
AREA
C C*A
(acree)
STREETS
ASPHALT
0.230
0.950 0.219
CONCRETE
0.020
0.950 0.019
GRAVEL
0.000
0.500 0.000
ROOFS
0.160
0.950 0.152
LAWNS SANDY SOIL
FLAT < 2%
0.000
0.100 0.000
AVERAGE 2 - 7%
0.000
0.150 0.000
STEEP > 7%
0.000
0.200 0.000
LAWNS HEAVY SOIL
FLAT < 2%
0.300
0.200 0.060
AVERAGE 2 - 7%
0.000
0.250 0.000
STEEP > 7%
0.000
0.350 0.000
TOTAL AREA
0.710
0.450
C2
C10 C100
COMPOSITE C VALUE 0.633
0.633 0.791
USR
0.63
0.63 0.79
SHEAR ENGINEERING CORPORATION
EXISTING CONDITIONS
PAGE 5 FLOW TO CONCENTRATION POINT A
FROM SUBBASIN Ia
PROJECT: PI KAPPA ALPHA FRATERNITY EXPANSION DATE 10/02/95
FILE: PKARUN PROJ. NO.1060-02-95
NOTES: BY HBO
AREA (A)- 0.340 ACRES
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.45 0.45 0.56
SEE SPREAD SHEET ATTACHED ON PAGE 4
TIME OF CONCENTRATION (TO - Tc IS ASSUMED BASED ON THE SIZE OF -THE BASINS
OVERLAND TRAVEL TIME (Ti) NOT APPLICABLE
LENGTH =? FRET
SLOPE _?
t
2 YEAR
10 YEAR
100
YEAR
C =?
?
?
Ti (min)= 0.00
0.00
0.00
NOT APPLICABLE
TRAVEL TIME (It) =L/(60*V) FLOW TYPE
L (ft) _? S (t)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (t)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (t)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (t)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (t)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (t)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (t)
_? ?
V
(fps)
_?
Tt(min)=
0.00
NOTE: ALL VELOCITIES TAKEN FROM FIGURE
3-2
TOTAL TRAVEL TIME
(min) =
0.00
Tc =Ti+TOTAL TRAVEL TIME
- ASSUMED BASED
ON SIZE OF BASIN
2 YEAR
10 YEAR
100
YEAR
Tc (min)= 0.00
0.00
0.00
USE Tc 5
5
5
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100
YEAR
I = 3.29
5.64
9.30
NOTE: INTENSITIES TAKEN FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfs)
2 YEAR
10 YEAR
100
YEAR
Q = 0.50
0.86
1.77
CONCLUDE:USE 2 YEAR FLOW FOR RELEASE RATE FROM DETENTION POND
PAGE 6
PROJECT: PI KAPPA ALPHA
PILE: PKARUN
NOTES:
AREA (A)= 0.580 ACRES
SHEAR ENGINEERING CORPORATION
EXISTING CONDITIONS
PLOW TO CONCENTRATION POINT B
FROM SUBBASIN Ib & Irowb
DATE 10/02/95
PROD. NO.1060-02-95
BY MEO
1
RUNOFF CORP. (C)
2 YEAR
10 YEAR
100
YEAR
C = 0.65
0.65
0.82
SEE SPREAD SHEET ATTACHED
ON PAGE
4
TIME OF CONCENTRATION (Tc)
- Tc IS ASSUMED
BASED
ON THE
SIZE
OF THE
BASINS
OVERLAND TRAVEL TIME (Ti)
NOT APPLICABLE
LENGTH =? FEET
SLOPE _?
4
2 YEAR
10 YEAR
100
YEAR
C =?
?
?
Ti (min)= 0.00
0.00
0.00
NOT APPLICABLE
TRAVEL TIME (Tt)=L/(60•V) FLOW TYPE
L (ft) _? S ($)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (4)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S ($)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (4)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (4)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (4)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (4)
_? ?
V
(fps)
_?
Tt(min)=
0.00
NOTE: ALL VELOCITIES TAKEN FROM FIGURE
3-2
TOTAL TRAVEL
TIME (min) =
0.00
Tc =Ti+TOTAL TRAVEL TIME
- ASSUMED BASED
ON SIZE OF BASIN
-
2 YEAR
10 YEAR
100
YEAR
Tc (min)= 0.00
0.00
0.00
USE Tc = 5
5
5
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100
YEAR
I = 3.29
5.64
9.30
NOTE: INTENSITIES TAKEN FROM FIGURE
3-1
RUNOFF (Q= CIA) (Cfs)
2 YEAR
10 YEAR
100
YEAR
Q 1.24
2.13
4.42
CONCLUDE:COMPARE WITH ULTIMATE CONDITIONS
PAGE 7
PROJECT: PI KAPPA ALPHA
PILE: PKARUN
NOTES:
AREA (A)= 0.260 ACRES
SHEAR ENGINRBRING CORPORATION
EXISTING CONDITIONS
FLOW TO CONCENTRATION POINT C
FROM SUBBASIN Ic & Imwc
DATE 10/02/95
PROJ. NO.1060-02-95
BY HBO
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.60 0.60 0.75
SEE SPREAD SHEET ATTACHED ON PAGE 4
TIME OF CONCENTRATION (Tc) - Tc IS ASSUMED BASED ON THE SIZE OF THE BASINS
OVERLAND TRAVEL TIME (Ti) NOT APPLICABLE
LENGTH =? FEET
SLOPE _?
t
2 YEAR
10 YEAR
100
YEAR
C =7
?
?
Ti (min)= 0.00
0.00
0.00
NOT APPLICABLE
TRAVEL TIME (Tt)=L/(60*V) FLOW TYPE
L (ft) _? S (t)
_? ?
V (fps)
_?
Tt(min)=
0.00
L (ft) _? S (t)
_? ?
V (fps)
_?
Tt(min)=
0.00
L (ft) _? S (t)
_? ?
V (fps)
_?
Tt(min)=
0.00
L (ft) _? S (t)
_? ?
V (fps)
_?
Tt(min)=
0.00
L (ft) _? S (t)
_? ?
V (fps)
_?
Tt(min)=
0.00
L (ft) _? S (t)
_? ?
V (fps)
_?
Tt(min)=
0.00
L (ft) _? S (t)
_? ?
V (fps)
_?
Tt(min)=
0.00
NOTE: ALL VELOCITIES TAKEN FROM FIGURE
3-2
TOTAL TRAVEL TIME
(min) =
0.00
Tc =Ti+TOTAL TRAVEL TIME
- ASSUMED BASED
ON SIZE OF BASIN
2 YEAR
10 YEAR
100
YEAR
Tc (min)= 0.00
0.00
-0.00
USE Tc = 5
5
5
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100
YEAR
I = 3.29
5.64
9.30
NOTE: INTENSITIES TAKEN FROM FIGURE
3-1
RUNOFF (Q- CIA) (cfe)
2 YEAR
10 YEAR
100
YEAR
Q = 0.51
0.88
1.81
CONCLUDE:COMPARE WITH ULTIMATE CONDITIONS
SHEAR ENGINEERING CORPORATION
J
ULTIMATE CONDITIONS
PAGE 8 FLOW TO CONCENTRATION POINT A
FROM SUBBASIN Is
PROJECT: PI KAPPA ALPHA FRATERNITY EXPANSION DATE 10/02/95
FILE: PKARUN PROD. NO.1060-02-95
NOTES: BY MHO
AREA (A)= 0.420 ACRES
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.77 0.77 0.95
SEE SPREAD SHEET ATTACHED ON PAGE 4
TIME OF CONCENTRATION (Tc) - Tc IS ASSUMED BASED ON THE SIZE OF THE BASINS
OVERLAND TRAVEL TIME (Ti) NOT APPLICABLE
LENGTH =? FEET
SLOPS =?
t
2 YEAR
10 YEAR
100
YEAR
C =?
?
?
Ti (min)= 0.00
0.00
0.00
NOT APPLICABLE
TRAVEL TIME (Tt) =L/(60*V) FLOW TYPE
L (ft) _? S C0
_? ?
V (fps)
_?
Tt(min)=
0.00
L (ft) _? S (a)
_? ?
V (fps)
_?
Tt(min)=
0.00
L (ft) _? S (i)
_? ?
V (fps)
_?
Tt(min)=
0.00
L (ft) _? S M
_? ?
V (fps)
_?
Tt(min)=
0.00
L (ft) _? S (k)
_? ?
V (fps)
_?
Tt(min)=
0.00
L (ft) _? S (6)
_? ?
V (fps)
_?
Tt(min)=
0.00
L (ft) _? S ($)
_? ?
V (fps)
_?
Tt(min)=
0.00
NOTE: ALL VELOCITIES TAKEN FROM FIGURE
3-2
TOTAL TRAVEL TIME
(min) =
0.00
Tc =Ti+TOTAL TRAVEL TIME
- ASSUMED BASED
ON SIZE OF BASIN
2 YEAR
10 YEAR
100
YEAR
Tc (min)= 0.00
0.00
0.00
USE Tc = 5
5
5
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100
YEAR
I = 3.29
5.64
9.30
NOTE: INTENSITIES TAKEN FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfS)
2 YEAR
10 YEAR
100
YEAR
Q = 1.06
1.82
3.71
CONCLUDE:RESTRICT FLOWS TO EXISTING 2 YEAR RELEASE RATE
PAGE 9
PROJECT: PI KAPPA ALPHA
FILE: PKARUN
NOTES:
AREA (A)- 0.440 ACRES
SHEAR ENGINEERING CORPORATION
ULTIMATE CONDITIONS
FLOW TO CONCENTRATION POINT B
FROM SUBBASIN Ib & ITowb
DATE 10/02/95
PROJ. NO.1060-02-95
BY MEO
RUNOFF CORP. (C)
2 YEAR
10 YEAR
100
YEAR
C = 0.68
0.68
0.85
SEE SPREAD SHEET ATTACHED
ON PAGE
4
TIME OF CONCENTRATION (Tc)
- Tc IS ASSUMED BASED
ON THE
SIZE
OF THE
BASINS
OVERLAND TRAVEL TIME (Ti)
NOT APPLICABLE
LENGTH =? FEET
SLOPE =7
k
2 YEAR
10 YEAR
100
YEAR
C =?
7
?
Ti (min)= 0.00
0.00
0.00
NOT APPLICABLE
TRAVEL TIME (Tt)=L/(603V) FLOW TYPE
L (ft) _? S (k)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (k)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (k)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (k)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (k)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (k)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (k)
_? ?
V
(fps)
_?
Tt(min)=
0.00
NOTE: ALL VELOCITIES TAKEN FROM FIGURE
3-2
TOTAL TRAVEL
TIME (min) =
0.00
Tc =Ti+TOTAL TRAVEL TIME
- ASSUMED BASED
ON SIZE OF BASIN
2 YEAR
10 YEAR
100
YEAR
Tc (min)= 0.00
0.00
0.00
USE Tc = 5
5
5
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100
YEAR
I = 3.29
5.64
9.30
NOTE: INTENSITIES TAKEN FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfs)
2 YEAR
10 YEAR
100
YEAR
Q = 0.98
1:69
3.48
QEXIST = 1.24
2.13
4.42
DELTA ® B -0.26
-0.44
-0.94
CONCLUDE:DEVELOPMENT REDUCES FLOW TO 'B'
FROM SITE
9
PAGE 10
PROJECT: PI KAPPA ALPHA
FILE: PKARUN
NOTES:
AREA (A)= 0.320 ACRES
SHEAR ENGINEERING CORPORATION
ULTIMATE CONDITIONS
FLOW TO CONCENTRATION POINT C
FROM SUBBASIN Ic & Imwc
DATE 10/02/95
PROD. NO.1060-02-95
BY HBO
RUNOFF COEF. (C)
2 YEAR
10 YEAR
100
YEAR
C 0.65
0.65
0.81
SEE SPREAD SHEET ATTACHED
ON PAGE
4
TIME OF CONCENTRATION (TO
- Tc IS ASSUMED
BASED
ON THE
SIZE OF THE
BASINS
OVERLAND TRAVEL TIME (Ti)
NOT APPLICABLE
LENGTH =7 FEET
SLOPE _?
It
2 YEAR
10 YEAR
100
YEAR
C =?
?
?
Ti (min)= 0.00
0.00
0.00
NOT APPLICABLE
TRAVEL TIME (Tt)=L/(60*V) FLOW TYPE
L (ft) _? S (})
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (&)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (£t) _? S (})
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (})
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (})
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (})
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (%)
_? ?
V
(fps)
_?
Tt(min)=
0.00
NOTE: ALL VELOCITIES TAKEN FROM FIGURE
3-2
TOTAL TRAVEL
TIME (min) =
0.00
Tc =Ti+TOTAL TRAVEL TIME
- ASSUMED BASED
ON SIZE OF BASIN
2 YEAR
10 YEAR
100
YEAR
Tc (min)= 0.00
0.00
0.00
USE Tc = 5
5
5
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100
YEAR
1 = 3.29
5.64
9.30
NOTE: INTENSITIES TAKEN FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR 100 YEAR
Q = 0.68 1.17 2.41
0.51 0.88 1.81
DELTA ® C +0.17 +0.29 +0.78
DELTA @ B -0.26 -0.44 -0.94
CONCLUDB:THB REDUCTION IN FLOW TO 'B' OFFSETS THE INCREASE IN FLOW TO C
SHEAR BNGINSBRING CORPORATION
PAGE X DETENTION VOLUME REQUIRED FOR
PHASE 1 DEVELOPED CONDITIONS
PROJECT: Pi Kappa Alpha Expansion DATE: 10/03/95
PROJ.NO. 1060-02-95
FILE: PKACUHP BY MEO
CUMULATIVE RUNOFF METHOD
FOR
SIZING DETENTION PONDS
DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 0.67
RELEASE RATE: 0.50 CFS AREA: 0.71 ACRES
INITIAL TIME: 5 MINUTES
TIME INCREMENT: 5 MINUTES
INFLOW INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATS VOLUME VOLUME VOLUME VOLUME
min sec iph cfs cf cf cf ac-ft
rxrxxrrxxrxrrxrxxxrrrrxrrr++rxrx++rr+x++r+r+rr+xrx++rxrrxxrxxxxrxrrxxrxr
5 300 9.30 4.42 1327.2 150.0 1177.2 0.03
10 600 7.14 3.40 2037.9 300.0 1737.9 0.04
15 900 6.06 2.88 2594.5 450.0 2144.5 0.05
20 1200 5.21 2.48 2974.1 600.0 2374.1 0.05
25 1500 4.63 2.20 3303.7 750.0 2553.7 0.06
30 1800 4.20 2.00 3596.3 900.0 2696.3 0.06
35 2100 3.81 1.81 3806.1 1050.0 2756.1 0.06
40 2400 3.02 1.44 3447.9 1200.0 2247.9 0.05
45 2700 2.80 1.33 3596.3 1350.0 2246.3 0.05
50 3000 2.60 1.24 3710.5 I500.0 2210.5 0.05
55 3300 2.43 1.16 3814.6 1650.0 2164.6 0.05
60 3600 2.30 1.09 3938.8 1800.0 2138.8 0.05
65 3900 2.17 1.03 4025.8 1950.0 2075.8 0.05
rxr+xrr+x+rxrrrxxxrrrrrrrrrrrrrrr+rrrrrrrrrrrrrrrrrr+xr+r++rx+x+xtxrxrxr
DETENTION VOLUME REQUIRED = 2756.08 CF
NOTES:
1 RELEASE RATE BASED ON HISTORIC Q2 (0.50 CFS)
FROM SUBBASIN Is
SHEAR ENGINEERING
CORPORATION
PAGE
DETENTION
VOLUME REQUIRED FOR
ULTIMATE
CONDITIONS
PROJECT:
Pi Kappa
Alpha Expansion
DATE:
10/03/95
PROJ.NO.
1060-02-95
PILE:
PKACUHP
BY
MHO
CUMULATIVE RUNOFF
METHOD
FOR
SIZING DETENTION
PONDS
DESIGN STORM:
100
YEAR
RUNOFF COEFFICIENT 0.79
RELEASE RATE:
0.50
CPS
AREA:
0.71
ACRES
INITIAL TIME:
5
MINUTES
TIME INCREMENT:
5
MINUTES
INFLOW
INFLOW
RELEASE
STORAGE
STORAGE
TIME
TIME
INTENSITY RATE
VOLUME
VOLUME
VOLUME
VOLUME
min
sec
iph
cfs
cf
cf
cf
ac-ft
•rrrrrrrrrr:rrrrrrxxxrrrrrrrrrrerrrrrrrrrrr:rrr+rxrrrrrrrrrrrrrr:rrrrrrr
5
300
9.30
5.22
1564.9
150.0
1414.9
0.03
10
600
7.14
4.00
2402.9
300.0
2102.9
0.05
15
900
6.06
3.40
3059.1
450.0
2609.1
0.06
20
1200
5.21
2.92
3506.7
600.0
2906.7
0.07
25
1500
4.63
2.60
3895.5
750.0
3145.5
0.07
30
1800
4.20
2.36
4240.4
900.0
3340.4
0.08
35
2100
3.81
2.14
4487.8
1050.0
3437.8
0.08
40
2400
3.60
2.02
4846.2
1200.0
3646.2
0.08
45
2700
3.28
1.84
4967.3
1350.0
3617.3
0.08
50
3000
3.02
1.69
5081.8
1500.0
3581.8
0.08
55
3300
2.80
1.57
5182.7
1650.0
3532.7
0.08
60
3600
2.60
1.46
5250.0
1800.0
3450.0
0.08
65
3900
2.43
1.36
5315.6
1950.0
3365.6
0.08
rrrrrrrrrrrrrrrxrrrrrrrrrrrrrrrrrrrr+rrr+r+r+r+r+rrrrrrrr♦rrrrrr++++++r+
DETENTION VOLUME
REQUIRED
= 3646.18
CP
NOTES:
1
RELEASE
RATE BASED ON HISTORIC Q2 (0.50
CPS)
FROM SUBBASIN Ia
SHEAR ENGINEERING CORPORATION
AVERAGE END AREA METHOD
FOR DETENTION BASIN
VOLUMES
PHASE 1 POND
PAGE 13
PROJECT :PI KAPPA ALPHA DATE: 10/02/95
PROJ. NO:1060-02-95
LOCATION:LAURBL AND MBLDRUM BY MEO
PORT COLLINS PILE: PKAAVG
CONSTANT: 65 = 1 SQ IN. FIRST EVEN CONTOUR 5000.8 PERT
INVERT 5000.6 PERT TOP BLEV 5001.6 PERT
INCREMENT 0.2 FOOT SCALE: 1. = 20 FEET
rrrrrrrr rrrr:rr: rrrrrrrr rrrrrrrr rrrrrrrr xxxrrxrx rxxrxxxx rx xrrrxr
BLEV PLANI- AREA AREA VOLUME CUM. CUM. CUM.
METER (Al) (A2) (V1) VOLUME VOLUME VOLUME
ft READING sq in aq ft cf cf cy ac-ft
xrrrxrrr xrxrrxrr rrrrrrrr rrrrrrrr rrrrrrrr rxrx rrrr xrxrrrrx rrrrrrrr
5000.6 0 0.00 0 0 0 0 0.00
5000.8 69 1.06 425 42 42 2 0.00
5001 287 4.42 1766 219 262 10 0.01
5001.2 641.5 9.87 3948 571 833 31 0.02
5001.4 908 13.97 5588 954 1786 66 0.04
5001.6 1051 16.17 6468 1206 2992 111 0.07
PORMULAE:A1= (PLANIMETER READING)/CONSTANT
A2= (A1)*SCALE SQUARED
REQUIRED VOLUME = 2756 CUBIC PBET REFER TO PAGE 11
ESTIMATED 100 YEAR W.S. BLBV. = 5001.404 FEET
SHEAR ENGINBBRING CORPORATION
AVERAGE END AREA METHOD
FOR DETENTION BASIN
VOLUMES
ULTIMATE CONDITIONS
PAGE 14
PROJECT :PI KAPPA ALPHA DATE: 10/02/95
PROD. NO:1060-02-95
LOCATION:LAUREL AND MELDRUM BY MEO
PORT COLLINS FILE: PKAAVG
CONSTANT: 65 = 1 SQ IN. FIRST EVEN CONTOUR 5000.8 FEET
INVERT 5000.6 FEET TOP ELEV 5001.6 PERT
INCREMENT 0.2 FOOT SCALE: 1" 20 FEET
t rrrrrrr rrrrrrrr +r+rxrrx rrrrr+rt rtr+rrrr r+rxrrrr rrrrrrrr rrrrrrrr
BLEV PLANI- AREA AREA VOLUME CUM. CUM. CUM.
METER (Al) (A2) (V1) VOLUME VOLUME VOLUME
ft READING eq in eq ft cf cf cY ac-ft
r rrrrrrx •rrrrrrr xrrrrr++ rrxrxrrr r+rrtrtr rr++rrrx xrrrrrxx rrrrrr+r
5000.6 0 0.00 0 0 0 0 0.00
5000.8 69 1.06 425 42 42 2 0.00
5001.0 287 4.42 1766 219 262 10 0.01
5001.2 690 10.62 4246 601 863 32 0.02
5001.4 1361 20.94 8375 1262 2125 79 0.05
5001.6 1661.5 25.56 10225 1860 3985 148 0.09
FORMULAE:A1= (PLANIMETER READING)/CONSTANT.
A2= (A1)rSCALE SQUARED
REQUIRED VOLUME = 3646.18 CUBIC FRET REFER TO PAGE 11
ESTIMATED 100-YEAR W.S.ELBV. = 5001.417 FEET
SHEAR ENGINEERING CORPORATION
PAGE 15
PROJECT: PI KAPPA ALPHA DATE: 10/04/95
PROJECT NO 1060-02-95 BY MBO
PROJECT LOCATION :LAUREL STREET
NOTES: TO BE FILLED IN
PILE NAME: PKAOUT
INPUT FOR OUTLET STRUCTURE
STRUCTURE TYPE: SINGLE ORIFICE WEIR TYPE NA
LOWER ORIFICE DIAM. (ft) - 0.33 WEIR LENGTH (ft) = 4.00
LOWER ORIFICE INV. (ft) = 5000.60 WEIR INVERT (ft) = 5001.42
LOWER ORIFICE CORP. (Cl) = 0.65 WEIR CORP. (Cw) = 2.60
UPPER ORIFICE DIAM.(ft) - NA TOP OF BERM (£t) = 5001.60
UPPER ORIFICE INV. (ft) = NA INIT. DELTA (ft) = 0.10
UPPER ORIFICE CORP. (Cu) = NA DELTA HEAD (ft) = 0.20
2 YR. RELEASE RATE (cfe) = HA PHASE 1 W.S.EL RBQ'D(ft) = 5001.40
10 YR RELEASE RATE (cfe) = NA ULTIMATE WSEL RRQ'D (ft) - 5001.42
100 YR RELEASE RATE (cfs)= 0.36 OVER FLOW YES
OUTLET PIPE DIAM. (ft) 0.50 WEIR TYPE BROADCRHSTED
PIPE SLOPE M 0.40 WEIR LENGTH (ft) = 24.00
MANNINGS n = 0.012 WEIR INVERT (ft) = 5001.60
WEIR COEF. (Cwo) = 2.60
rrtrtr*r*: r*x*x*** ***x**** *OUTPUT* rt*rrr**r *****r*♦ ***r*r** *****♦**
PIPE AREA (SF) = 0.20 WETTED PERIMETER = 1.57 FEET
HYD. RAD (FT) _ .0 125 FEET. RA2/3 = 0.2498 '
OUTLET PIPE CAPACITY = 0.38 CPS
LOWER ORIFICE AREA (A) = 0.0855 SQUARE FEET
UPPER ORIFICE AREA (A) = 0.0000 SQUARE FEET
******* *+rrrrr rrr*rrr *OUTPUT+ ******r ******r ++*rtrr* rrrrr*+
HEAD HEAD HEAD SUB
RLEV. OVER LOWER OVER UPPER OVER WEIR TOTAL
LOWER ORIFICE UPPER ORIFICE WHIR FLOW FLOW
ORIFICE FLOW ORIFICE FLOW
ft ft cfe ft cfs ft cfe cfe
5000.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5000.70 0.10 0.14 0.00 0.00 0.00 0.00 0.14
5000.90 0.30 0.24 0.00 0.00 0.00 0.00 0.24
5001.10 0.50 0.32 0.00 0.00 0.00 0.00 0.32
5001.30 0.70 0.37 0.00 0.00 0.00 0.00 0.37
5001.50 0.90 0.42 0.00 0.00 0.08 0.24 0.66
5001.60 1.00 0.45 0.00 0.00 0.18 0.79 1.24
5001.47 0.87 0.42 0.00 0.00 0.05 0.12 0.53
5001.42 0.82 0.40 0.00 0.00 0.00 0.00 0.40
rtrt*rrr+x +rtrtrrx++ +xtxrt+++ ++rrr+++ +rrtxrtrtrtr rtrtrtrtrtrtrtrt +rtrrrrtrtrt +rrrrr*+
ORIFICE EQUATION: CA(2gH)^1/2 WEIR FLOW EQTN. : CwLH^3/2
t
• ins' r »Yy j S � /
t = «7 .•I1
•. J • 1J•
WO -Pa IWJP
IS
• A •• •• . •FYI.
' W.1♦•( q.•N• � ♦'fit+ \�• _ .._ �_.. G
a /r Q
* w
1' •i : .•unr 4
OL
_ tL• J �' (J
t ji
is r
fall
_ 1• V ...IINw - J j •
is
is I
tI: r •, V
O
/ � w • ( irI ( ` 1
• I ' n s , 1 6
a• a
... ..It. rl.w W . •1 I ' .
• _I 1
1 r •► J i C T
•�. • is I»r '.M • • • 1] ✓Y . is �•✓••
-pp.& t, . ••i1 Inn.7
11.04 72
q.»
t{tt� L•-r•• +
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: ?N Vr)P?'a WOPV+A 0,11.E STANDARD FORM A
COMPLETED BY: pr -y DATE: 14I 5s
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBA$IN
ZONE
(ac)
(ft)
M
(feet)
M
M
RAT�ZU
<1'Jr
1Ob
7b,
\-1-0
X
:_
2W
�,
Fro")
� R
MARCH 1991 8-14 DESIGN CRITERIA
EFFECTIVENESS CALCULATIONS
PROJECT: p V-t?YFP STANDARD FORM B
COMPLETED BY: DATE: I04 5S
Erosion Control C-Factor P-Factor
Method Value Value Comment
O,o\ 1,0
Q.US.r.,G.
MAJOR
PS
SUB
AREA
BASIN
BASIN
(Ac)
CALCULATIONS
J O,o�ou
X C�Ux,z�I`
O , Ze,
Cxos�u�J c \s
MARCH 1991 B-15 DESIGN CRITERIA
y
October 24, 1995
Project No. 1060-02-95
Basil Hamdan
City of Fort Collins Storm Water Utility
P.O. Box 580
Ft. Collins, Colorado 80522
Re: Phase 1: Pi Kappa Alpha Fraternity Expansion; Fort Collins, Colorado
Dear Basil,
Attached is the erosion control security deposit estimate for Phase 1 of the Pi Kappa Alpha
Fraternity Expansion project. Phase 1 only consists of the paving of the existing parking area.
ESTIMATE 1:
1 - Hay bale barrier at area inlet ® 75.00 each
1 - Gravel Inlet Filter ® 75.00 each
TOTAL ESTIMATED COST:
ESTIMATE 2:
re -vegetate the disturbed area of 0.20 acres at $1,300.00 per acre
TOTAL ESTIMATED COST:
$ 75.00
$ 75.00
$ 150.00
x 1.50
$ 225.00
260.00
$ 260.00
x 1.50
S 390.00
In no instance shall the amount of the security be less than $1000.00. Therefore, the total
required erosion control security deposit for Phase 1 of the Pi Kappa Alpha expansion will be
$1,000.00.
If you have any questions, please call,
at
Sincerely,Z119
.20262 'Sae=
*cVM
Brian W. Shear, P.E.��,(�
Shear Engineering Corp oration
BWS / mb ''`ytii;. ; auumnu
cc: Amshel Corporation
Dave Stringer, City of Fort Collins
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311
APPENDIX H
Charts & Figures
No Text
APPENDIX III
Stuffer Envelope
Drainage and Erosion Control Plan (Ultimate Conditions)
Phase 1 Grading Plan
Ultimate Conditions Grading plan
Erosion Control Security Deposit Document
October 24, 1995
Project No. 1060-02-95
Re: EROSION CONTROL., SECURITY DEPOSIT REQUIREMENTS:
Phase 1: Pi Kappa Alpha Fraternity Expansion; Fort Collins, Colorado
A. An erosion control security deposit is 'required in accordance with City of Fort Collins
policy (Chapter 7, Section C : SECURITY; page 7.23 of the City of Fort Collins
Development Manual). In no instance shall the amount of the security be less than
$1000.00.
1. According to current City of Fort Collins policy, the erosion control security deposit
is figured based on the larger amount of 1.5 times the estimated cost of installing
the approved erosion control measures or 1.5 times the cost to re -vegetate the
anticipated area to be disturbed by construction activity.
i The cost to install the proposed erosion control measures is approximately
$150.00. Refer to the cost estimate attached in Appendix I. 1.5 times the cost
to install the erosion control measures is $ 225.00.
ii. Based on current data provided by the City of Fort Collins Stormwater Utility,
and based on an actual anticipated net affected area which will be disturbed by
construction activity (approximately 0.20 acres), we,estimate that the cost to re -
vegetate the disturbed area will be $260.00 ($1,300.00 per acre x 0.20 acres).
1.5 times the cost to re -vegetate the disturbed area is $390.00. The $1,300.00
per acre for re -seeding sites of less than 1 acre was quoted to us by the City of
Fort Collins Stonnwater Utility staff.
CONCLUSION:
The erosion control security deposit amount required for Phase 1 of the Pi Kappa Alpha
Fraternity Expansion will be S 1,000.00.
4836 S. College, Suite 12
Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282.0311
lel llEr .
con. wlulnnns I'.I GW. ARAGE
AN. &�Awpimo
Ralw rxna.z' rl L - - --
W.
DChrMtl — _
n aao a%
5W
w15
5nm5n
AREA
IL7
INLET ! L $
n
�pSGIE: �I'=RIY I
GRAVELNg�1L1E
QM, \iLLRiEN
USING
NALI
!0 n
Un A
LATISM
50
AMOUNT
IWALNAGLMALNI'ENANCE NOTE
l e IN
J a al RL P
aRRRNNrh ' maRuP . Fm rc
p, ALI 1 and
a M1u M1v
Le PLAN, N, IM mua Wirvtl RNW4'ir IkLNAu, _..-
rtr�rohfmr.Ir. vlen N.urvnurc uai ruhr4vrwlwr. raLW Da
EXIST.
GARAGE
I
I
II
SgaOi1�7
_
F
I
1. F_G I_\ D
PROPOSED STORM SEWER
II 1
r 11 A 1 U 4. UnRI
Ia SUTASM RESIGNATION
O CONCE"nnn°N FDENT
�— FLOW ome N
EROSION CONTROL LEGEND
cuvEL MverFLLlu
AEEw Mlcr vLLn�e
fLLt YEYCE
1.1O1e.
EXISTING
HOUSE 2
Ib
0.24Ac.
�ANANN
9113Ae. Imo.
—J L�
50n5 I uwc
0.1701D.
WEST LAUR
G9lNtlG
.Rn u'E GHY9,L IpTCY
AaL�maYwY We_ei. pryd
m uyuw[
L IA�r..N
n.rr amm amf rarye.am
_.4 A� S� b
a .11e+l �I1Ja Cab
INN4I. .I WI.1 x
�,��OY�Y,i7
yYyyyx wWm d Y "� W b
\inxu"JUL FINAL I
DAMN, ANN AN,A, ANNA"..Is AR AN
Pr
ae°uWL1 FOR r. IIN\\ .'nweuieu L\.Yen/y.rlµn.yl4n
J•5-W
iw,i
Via'_....._
.Ran"'""rr t
.7aawUi..._r.� PP ....,-"M kI.,„", a
LA...
o-n, rr oW .m W u„e
4w�b'Ywm xr.. pW.NnP.
Ru n it r r n. , •1 1. • ..
4
n.lu fW.b �'U"sWx•yRe
.r.wnR ...
ONuel°Omr.Jy WIxTRRaIf O_p�
ok.
`aruwNNNR `°'PAAVIpIuRVRRew
PI
.e
S
d�YY�w
Wk4W�lI.IW9Y�`y ���1,11,51w✓
••
=R14 .b.�fYy�y�� .1...a DI
... ..
"WAR
ANSI SY
..
IL
w ��SNs s W tL r ems.
CWi or
bmmiray Ry{BAN•�SY In ISkNA
SIR 41AWA,I.i
mW
Y `, Y��MJNA
m i•n,. ran, ,uu.,..mn OwNLe
w W
M1 N-s Rry^�NNIW.
INWM.iS
� w✓
M tin
I&N,
"W .Le Sw IiT-1 rNs Ike J J ..,4
rTJrI9
on
11
Fund Summary -PLaxcl
Id.....,.r v M ei
:N..Y.P, ..r
mrrr. F,.„b. ek.. Sall A -0 07 W it . . .,. w,)
K WgamO .. n 6,SNn Sk NdI
s. Ek.. 5ml..nbr
bat
oainhl-03ARN,
-071"Na
dl Iwbk
.awv.-05o.'G
b5W
_-------------
PROJECT BENCHMARK
Fire Hydrant at NE comer of intersection of Meldmm and Laurel
Norfiremn bmulet bolt
Ele,arion - 5002.54
Ref : City of For[ Collins Black Holt Survey
---------------------------
----------------�
I I
I
I I
I
— — — — — — —
— — — — — — — — — — — — — — — —
—
MNmxn
UTILITY PLAN APPROVAL
o 9 tt'
..rc. s....q ,..,r.
.,.
MCI„m
RR
9EvmDNs
oa. -..._ N°["—
ku,- __._. -_ k— rcmNe� _ _
AIR—_ ey_-- w.mryee
9nk
EPTENBER, 1995 NTSP CAONNe/[R
um
AMSHEL CORPORATION
P.O. BOX I
IN)Ri LLBi3, COIOIG00 80522
CO
SHEAR ENGINEERING CORPORATION
A 11 W. COLLEGE AVE. SUITE 12, FORT COUL NS. COLORADO ew25
PHONE: (970) 226-533A (970) 226-AA51 FAX: (970) 282-0311
n'H PHASE I GRADING, DRAINAGE AND EROSION CONTROL PLAN
PI KAPPA ALPHA FRATERNITY
FORT COLLINS. COLORADO
Pnmm, "°.
]080-02-RS
SNLR "°'
Read Book I
Scue
clreckel B.W.S./NEo
1
2
= 20' MPaWn B.W.S.
rrADEr�em�aAIDACE wnEBALrwn
v�w aw,. wo w.r
wm YrdJYP uEat III•.0 "Ir
YqM aNO pNO am •.•v va
dIII
�N-1 I ay+is lrtilW •amru w,�.+ WALL I'll cr• • GoGor.0
OWN
spank
II ppapar AGE IN
L J II n.rr ewr5rr n�nuxna+FE
I.I r wv - I CORNING" W.It �w•�..�.•: au �rwr. a.• .1.,..n N,111 .. 1. RANGING, WAY 11 .. uw. w,a.,n rt.w,w
SGO °OSHEx«ooO STREET I I di. E.wam nrmEORIENNE I - r a �! uw 'w`
III Nr. B-9mm • - - - 9 ...I . a,.,emm w.. _, „e ,. . „ ,,. o.. w a,• all, w.
_ mmr su o x - ' lu r�r n '°, -
1-I Bao d
R 7 a 04 _ x. o'"°+ 1= � . ALLEY _ -- ool s9 � �� lit • -- ,wl.a -.: ,GANG , ., .., •• ..• , ... ANSI ..
I "WORNW1 _
'«vo1—zo s sale
A SON, u
— � W _ 1 1 == AD.Maxkx Wamp IN� TwSw.. w.WWI d AREA RLEr FILTER/1 •n.' 1 a.B w SIGN
STRAW BALES Ir sd4a I'_d
1 1 , d ^ vv nw. w nn ww ,w ,uw. nVnrarAa�w. •wA+. a..
Sex '��I1.•eo 1500 f. bar r N + RAN
µ* •,r w w,wuie uvAr a ,a wo vA
AN
-JID% 1 V I sYYJ Y r1� rvw. m .m yr
1 Lxabd. MydB�4li W. Nun rtw r w
�YHWWHI pas NGANRF,
r Rat NOW, Iy awu n . ,�o.r w
mx'n,ciWR or vm.,ry m.
EiISTHG ASRYLT IOr.E.x»EL.SOn .B � rowb I , P
PARKING LE -
t '�. i1 I
sruc raw
mU - IS
wnl + -- - I ,I.n, BomdlW.lrvaFn .BRuxN
9 IB:BmSxYi oxFCE• I _
91
Tgd4 dn.0-amsxG,
IRAINAGE31ALNTENANCE NO I L ,•. 0.C2Ac. I g0119 I -" �II�Fv,.,.mlWn...srol.e-MIA"(ms.cb. Tm)
S
.�1RIpIX I agrci r�ET 1 �•^ o.m.r RANI emrA0444 •frt
L 1 la m L _ _ IW IOW Eb. - SAN AR/m
"N LInw,.s Hw RVNia, -NU., 6 EGGS
I
J v.Jamws eh.n Js mwdrt mfwh.luwl..u. .�. I /y
Iran TmlfmnWurM
'� I•Y luy aRAW 6W Lnt, 'll
10 Tim Pv.liu. USAGE
whk
OppapImnamlonmm 0500.
ff - t
I i II I � II
Ib Ta. E e�
— — I �2B !! Q
rl'°°°ar,
J---------- 1
I
EXISTING I, OUTLET STRUCTURE
SORORITY HOUSE I IC
0.1DADM135 1 1 * ".., �., U
1 I
pia ".
-------- �,, — — — lr--=---------- ---------- —
�� E4.B cCaOGppNaEpGpGaI
it AmmUm MEW
NEW
BORROW
LEGEND — --- — — --- rowc.5 =u.,aR,» 1 >a.....
- - - - - MOROSED STORY SEWER ��' — _ _ ❑ _ _ _ _ _
AREA INLET FILTER�CORII ImLFi I-i se
BASDIEdIMDARY—R�-0.TTAC. Dom•, \ IAeWi�s�a�r BILT FEXCE _GROWLINGLY..,
kEL5 I \L\l/ _ STRAW �LEs _
O SASUDESIGNATION wY-lRE"' \ I "rtnu tl ScaoR,tO AWWWWWWAGI ,h [L
.� W. Gr. VTR FORT
I
sumA BOUNDARY
(a eL NE. FILTER — ^�
—' �:—� u_ DOE
suBAsw DrsmxSnoN —wz — —
CONCINTRAnDNFOBPr SEzs—
FLowDIRECnON
EROSION CONTROL LEGEND WI'.,Srr LAUREL STREET A construction sequence schedule is IT br snlnldued to the
tilonnw ate, Utility in conjunction with the submitlal of the
dWWI GRAY INIJIFmT6R building permit application for the Bous(ructiou of the neo
AxYA INLET FD.TER building LET BE FEE w.uxs woNno
SULTFENCE UTILITY PLAN APPROVAL
------------------------------------------------------- -
`� at
EECImn
PROIECTRENC$DdA$$
Have m
or RYdexnlaLNE amurof imersenian o(MelNum and lauM .—arum .,,.
Narthua - 5002 bolt
Eefem n - 5002.3<IN al® er
Re(genm: esly of Fort CallirvN BluE Boh Survey .ww min,
AMSHEL CORPORATION SHEAR ENGINEERING CORPORATION FINAL GRADING, DRAINAGE AND EROSION CONTROL PLAN SHEET NO.
ALYI610x5 ONe IISE lSSS Ommn CA01rax uDrt TITLE +OF
°j ortmrow Fab BSE_ ISRJFB B.W.S. P.O. BOX 1978 y36 SO. COLLEGE "I SUITE 12, FORT COLLINS, COLORADO eoszs PI KAPPA ALPHA FRATERNITY HOUSE Ef 2
1060-02-95 L
__ B, . Im"GA ._.-_ Octa l a 20 AwmM B.W.S. FORT COLLINS. CO]ARADO 80522 PHONE: f970) 226-533A (9T0) 226-aa551 FAE: (9T0) 262-0311 FORT COLLINS. COLORADO