HomeMy WebLinkAbout20031361.tiff ai- eccc-St5>n Pcs-hnv
PLANNING COMMISSIONERS' SIGN POSTING CERTIFICATE
THE LAST DAY TO POST THE SIGN IS I THE SIGN SHALL BE POSTED
ADJACENT TO AND VISIBLE FROM A PUBLICALLY MAINTAINED ROAD RIGHT-OF-WAY.
IN THE EVENT THE PROPERTY BEING CONSIDERED FOR A SPECIAL REVIEW IS NOT
ADJACENT TO A PUBLICALLY MAINTAINED ROAD RIGHT-OF-WAY, THE DEPARTMENT
OF PLANNING SERVICES SHALL POST ONE SIGN IN THE MOST PROMINENT PLACE ON
THE PROPERTY AND POST A SECOND SIGN AT THE POINT AT WHICH THE DRIVEWAY
(ACCESS DRIVE) INTERSECTS A PUBLICALLY MAINTAINED ROAD RIGHT-OF-WAY.
I, VONEEN MACKLIN, HEREBY CERTIFY UNDER PENALTIES OF PERJURY THAT THE
SIGN WAS POSTED ON THE PROPERTY AT LEAST TEN DAYS BEFORE THE PLANNING
COMMISSIONERS HEARING FOR USR-1416, A SITE SPECIFIC DEVELOPMENT PLAN
AND A SPECIAL REVIEW PERMIT FOR ANY USE PERMITTED AS A USE BY
RIGHT, AN ACCESSORY USE, OR A USE BY SPECIAL REVIEW IN THE
COMMERCIAL OR INDUSTRIAL ZONE DISTRICTS, PROVIDED THAT THE
PROPERTY IS NOT A LOT IN AN APPROVED OR RECORDED SUBDIVISION PLAT
OR LOTS PARTS OF A MAP OR PLAN FILED PRIOR TO ADOPTION OF ANY
REGULATIONS CONTROLLING SUBDIVISIONS (EXCAVATION EQUIPMENT
REPAIR SHOP AND CONTRACTOR'S SHOP) IN THE A (AGRICULTURAL) ZONE
DISTRICT.
VONEEN MACKLIN
Name of Person Posting Sign
Signature of Person Posting Sign
STATE OF COLORADO )
) ss.
COUNTY OF WELD ) I• '
The foregoing instrument was subscribed and sworn to me this day of Ma\I , 2003.
WITNESS my hand and official seal.
Note Public
My Commission Expires: qi- )/Oci
4 EXHIBIT
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SLATERPAULL
ARCHITECTS
May 22, 2003
Monica Daniels-Mika
Weld County Planning and Zoning
1555 North 171"Avenue
Greeley, Colorado 80634
RE: Vista Ridge Academy 10303.000
Dear Monica:
This letter is generated in response to Department of Planning Services' staff recommendations for a site
specific Development Plan and a Special Review Permit for a recreational facility. Attached are a
Fencing and Screening Plan, a Landscape Plan, and a site specific Traffic Report. All documents match
those that have been submitted to the Town of Erie in the form of a Site Improvement Plan for their
review and approval. The site that is shown in the plat documents will not contain any signage of any
kind, so a Signage Plan was not created for submittal at this time.
The landscape plan shows ballfields encircled by a crusher fines track, that will be private and fenced
along Ridgeview Drive. Additional fencing along Sheridan will be added in Phase II. Fencing is vinyl
coated chain-link and is intended to act as a deterrent to parking in the Ridgeview Drive ROW and as a
measure for safety for children using the fields. Adequate parking for use of these fields is provided at
the school site to the west, and is beyond the boundaries of this plat. Parking will not be permitted within
any public ROW. The use complies with all setback and offset requirements for the zone district.
Landscaping, sidewalks and roads that are shown within the ROW on Ridgeview Drive will be
constructed and designed by Vista Ridge Metropolitan District, and location is for general intent only.
Landscaping and sidewalks that are shown along Sheridan will also be constructed and designed by the
Vista Ridge Metropolitan District and location is also for general intent only.
Sincerely,
SLATERPAULL ARCHITECTS, INC.
Kara Aylesworth, AIA
H:UOBF/LESS 103 0 3 0 0 01/IC weld 001.wM/
EXHIBIT
F
Use*ILO°
ONE PARK CENTRAL/SUITE 4001 ISIS ARAPAHOE ST/ DENVER CO 80202/TELEPHONE 303.407.0977/FACSIMILE 303.607.0767/ W W W.SLATE NPA U 1.1..COM
LSC TRANSPORTATION CONSULTANTS, INC.
1889 York Street
Denver, CO 80206
(303)333-1105
FAX (303)333-1107
E-mail: Isc@Iscdenver.com
Web Site: http://www.lsedenver.com
TRANSPORTATION
CONSULTANTS, INC.
9e
March 7, 2003
Mr. Russ Korcuska
Vista Ridge Academy
c/o Boulder Junior Academy t'
2641 Fourth Street
Boulder, CO 80304
Re: Vista Ridge Academy
Erie, CO y
(LSC #030260)
Dear Mr. Korcuska:
We are pleased to submit this site specific Traffic Impact Analysis of the proposed Vista Ridge
Academy to be located north of Ridgeview Drive and west of Sheridan Boulevard in Erie,
Colorado. The Vista Ridge Traffic Impact Analysis(TIA) dated December 19, 2000 evaluates the
overall impacts of the Vista Ridge development. The proposed site was assumed to be office/
commercial in the December, 2000 TIA and is now proposed for a private school serving grades
K-12 with a capacity of 250 students. Access to the site is proposed from Ridgeview Drive with •
two full movement access intersections. This analysis evaluates traffic impacts at the site's
access points. Recommendations are also made for drop-off/pick-up traffic control. The
remainder of this letter summarizes our findings.
Site Location and Proposed Land Uses
The location of the proposed Vista Ridge Academy is shown in Figure 1. It is located north of
Ridgeview Drive and west of Sheridan Boulevard. The proposed site will contain a private
school with a capacity of 250 students.
Surrounding Roadway Network and Background Traffic Conditions
As shown in Figure 1, the Vista Ridge Academy will access Ridgeview Drive which connects
to the surrounding road network at Sheridan Boulevard and Mountain View Drive. Proposed r';
lane geometry and traffic controls are illustrated in Figure 2 and a description of the
surrounding roadway network is as follows:
• Sheridan Boulevard is proposed as a four-lane arterial connecting I-25 on the north
with 120"' Avenue on the south. The Ridgeview Drive intersection will be signalized li
when MUTCD traffic signal warrants are met.
Mr. Russ Korcuska Page 2 March 7, 2003
• Mountain View Drive is proposed as a collector roadway with a signalized inter-
section with SH 7. It will loop north and west to Vista Ridge Parkway.
• Ridgeview Drive is proposed as a two-lane collector roadway connecting Sheridan
Boulevard on the east with Mountain View Drive on the west.
2020 Background peak-hour traffic volumes on Ridgeview Drive are illustrated in Figure 3 and
are based on buildout of the Vista Ridge development as contained in our December, 2000 TIA.
Trip Generation
Vista Ridge Academy is planned to ultimately accommodate 250 students. The amount of
traffic that will be generated by the private K-10 school with potential future 1 and 12`h
grades was determined using trip generation rates published by the Institute of Transportation
Engineers in its report Trip Generation, 6th edition, 1997, and is shown in Table 1. As shown,
on a typical weekday the school can be expected to generate about 820 vehicle-trips per day,
with 410 vehicles entering and 410 vehicles exiting the site in a 24-hour period. During the
morning peak-hour, approximately 138 vehicles will enter and 93 vehicles will exit the site.
During the afternoon peak-hour, about 73 vehicles will enter and 88 vehicles will exit. During
the evening peak-hour, there will be about 20 entering and 30 exiting vehicles.
r Estimated Traffic Distribution and Assignment
The directional distribution of project-generated traffic on the roadways providing access to
and from the Vista Ridge Academy is one of the most important elements in determining its
related traffic impacts. Major factors which influence the traffic distribution include:
• The location of the site related to population and activity areas;
• The roadway system providing access to and from the site;
• The specific access plan designed to serve the site.
Figure 4 illustrates the percent distribution of the project-generated traffic. It is expected that
about 60 percent of the traffic would be oriented to the east on Ridgeview Drive and 40 percent
oriented to the west.
The assignment of project-generated peak-hour traffic is also shown in Figure 4 and was
calculated by applying the trip distribution percentages in Figure 4 to the trip generation
estimates given above.
2020 Total Traffic
Year 2020 projected peak-hour traffic volumes are illustrated in Figure 5 and reflect the
combination of 2000 background traffic from Figure 3 and project-generated traffic from
Figure 4.
Mr. Russ Korcuska Page 3 March 7, 2003
Capacity Analysis
Based upon the peak-hour traffic volumes shown in Figure 5, "Unsignalized Intersection
Capacity" analyses have been performed, using procedures set forth in the 2000 Highway
Capacity Manual. The concept of Level of Service (LOS) is used as a basis for computing
combinations of roadway operating conditions which accommodate various levels of traffic
activity. By definition, six different Levels of Service are used (A, B, C, D, E, and F) with "A"
being virtually a free-flow traffic condition and"F" being a total congested condition. Analyses
have been performed for both the morning and evening peak-hour periods for 2020 back-
ground plus site-generated traffic. The results of these capacity analyses are enclosed and are
summarized in Table 2.
The results of the capacity analyses indicate that all movements on the Ridgeview Drive/site
access intersections will operate at acceptable Levels of Service (LOS "D" or better on all
movements) with the addition of project-generated traffic.
Drop-Off/Pick-Up Recommendations
In the design of any school site plan,it is important to provide adequate on-site areas for drop-
off/pick-up of students. In order to properly size such an area for Vista Ridge Academy,
queuing analyses were performed as summarized in Tables 3 and 4 for the drop-off and pick-
r up periods, respectively.
For the drop-off period, it was assumed that about 70 percent of the morning peak-hour
arriving vehicles (or 100 vehicles) would use the drop-off area with the remaining vehicles
using the parking lot. It was assumed that these 100 vehicles would randomly arrive over a
20-minute period or an arrival rate of five vehicles per minute. It was further assumed that
two vehicles could unload simultaneously and that each vehicle could stop and unload in 15
seconds. Using these parameters and standard queuing formulae it was calculated as shown
in Table 3 that the 95' percentile queue would be six vehicles.
In a similar manner, pick-up queues were estimated as shown in Table 4. Due to more car-
pooling and students staying for after-school activities, fewer vehicles are expected to arrive
during the peak pick-up period, but they will be concentrated in a shorter period. It was
assumed that 60 vehicles would use the pick-up area and would randomly arrive over a 15-
minute period or an arrival rate of four vehicles per minute. The loading time would be some-
what longer at 20 seconds per vehicle,with two vehicles picking-up simultaneously. As shown
in Table 4, the 95th percentile queue would be seven vehicles. Based on these calculations,
it is recommended that 200 feet be provided for the drop-off/pick-up area which would be
adequate for eight to ten vehicles.
In addition, two traffic monitors should be stationed on the site as shown in Figure 6. One
monitor should be stationed at the head of the queue to direct pick-up activities. The other
should be stationed at the cross-walk crossing the drive loop to safely cross students and
parents to and from the parking lot. Finally the loop drive should signed and striped for one-
" way operation as shown in Figure 6.
Mr. Russ Korcuska Page 4 March 7, 2003
Conclusions
Based on the foregoing analysis,the following conclusions can be made regarding the proposed
Vista Ridge Academy:
1. The Vista Ridge Academy will contain a private K-10 school with potential future 11 th
and 12th grades with an ultimate capacity of 250 students. It will be located north
of Ridgeview Drive and west of Sheridan Boulevard.
2. The distribution of trips to and from the site will be such that 60 percent of project-
generated traffic would be oriented east on Ridgeview Drive and 40 percent will be
oriented west.
3. All movements on the Ridgeview Drive/site access intersections will operate at a
acceptable Levels of Service (LOS "D" or better on all movements) with the addition
of site-generated traffic. Due to the low volume of traffic expected at the site access
turn lanes will not be required.
4. The drop-off/pick-up area should be at least 200 feet in length and be appropriately
signed.
5. Traffic monitors should be stationed at the head of the drop-off/pick-up area and at
the crosswalk.
6. The traffic impacts of the Vista Ridge Academy are relatively minor and can be
adequately served by the surrounding road network.
We trust that the above information will further the planning for the Vista Ridge Academy.
Please let me know if we can be of additional assistance.
Respectfully submitted,
LSC Transportation Consultants, In nn c
Ory
By: a 14` 32 p o
Alex J. Arin llo, P.E.
\� s't)�AJA/wc CS' ,....... `� /
Enclosures: Tables 1 - 4 S/nNAt E
Figures 1 through 6
Capacity Analysis Reports
p .. \\Server\d\LSC\Projects\2003\030260\Report\F-VRA.wpd
Table 1
ESTIMATED TRAFFIC GENERATION
Vista Ridge Academy, Erie, Colorado
(LSC No. 030260, March 2003)
Assumed Generation Rates(1) Trips Generated
Trip Average PM Peak-Hour Average PM Peak-Hour
Generation Weekday Peak-Hour of Generator Weekday Peak-Hour of Generator Peak-Hour
Land Use Description Acres Units Traffic AM In AM Out In Out PM In PM Out Traffic AM In AM Out In Out PM In PM Out
School 5 250 Students (2) 3.28 0.55 0.37 0.29 0.35 0.08 0.12 820 138 93 73 88 20 30
Notes:
(1) Rates as cited in'Trip Generation", Institute of Transportation Engineers,6th Edition, 1997.
(2) ITE Land Use No. 521,Private School,with extrapolated daily rate.
Table 2
Intersection Level of Service (1)
Vista Ridge Academy
Erie, Colorado
(LSC # 030260, March, 2003)
Year 2020 Year 2020
Background plus Background plus
Site-Generated Traffic Site-Generated Traffic
Level of Level of Level of Service
Traffic Service Service PM Peak-Hour
Control Intersection Location AM PM of Generator
i, Unsignalized Ridge View Drive/West School Access Road
Eastbound Left A A A
Southbound Approach A A A
Critical Movement Delay(sec/veh) 9.3 9.4 9.7
Unsignalized Ridge View Drive/East School Access Road
Eastbound Left A A A
Westbound Left A A A
Northbound Approach A B B
Southbound Approach B D C
Critical Movement Delay(sec/veh) 11.9 25.5 22.8
Note:
(1) Using 2000 Highway Capacity Manual(HCM) methodology and Level of Service (LOS) definitions.
Table 3
Drop-off Queuing Analysis
Single-Channel Queue
Vista Ridge Academy
School drop-off area
Assumed Service Rate = 8 (veh./min.) 2 vehicles at once unload in 15 seconds
Arrival Rate = 300 (veh./hr.) = 5 (veh./min.)
Traffic Intensity = arrival rate (vpm)/service rate (vpm)
Traffic Intensity = 0.625
Average Queue Length = 1.0 (veh.)
Probability Calculations
Intensity Avg. queue
Enter» 0.625 1.04
P(N) P(x=N) P(x<=N)
0 0.375 0.375
1 0.234 0.609
2 0.146 0.756
3 0.092 0.847
4 0.057 0.905
5 0.036 0.940
6 0.022 0.963
7 0.014 0.977
8 0.009 0.985
9 0.005 0.991
10 0.003 0.994
11 0.002 0.996
12 0.001 0.998
13 0.001 0.999
14 0.001 0.999
15 0.000 0.999
16 0.000 1.000
Provide parking postions for 6 Vehicles at a level of confidence of
95 percent.
Source: Traffic & Transportation Engineering Handbook, Second Edition, Page 461
Table 4
Pick-up Queuing Analysis
Single-Channel Queue
Vista Ridge Academy
School drop-off area
Assumed Service Rate = 6 (veh./min.) 2 vehicles at once load in 20 seconds
Arrival Rate = 240 (veh./hr.) = 4 (veh./min.)
Traffic Intensity = arrival rate (vpm)/service rate (vpm)
Traffic Intensity = 0.666667
Average Queue Length = 1.3 (veh.)
Probability Calculations
Intensity Avg. queue
Enter» 0.666667 1.33
P(N) P(x=N) P(x'=N)
0 0.333 0.333
1 0.222 0.556
2 0.148 0.704
3 0.099 0.802
4 0.066 0.868
5 0.044 0.912
6 0.029 0.941
7 0.020 0.961
8 0.013 0.974
9 0.009 0.983
10 0.006 0.988
11 0.004 0.992
12 0.003 0.995
13 0.002 0.997
14 0.001 0.998
15 0.001 0.998
16 0.001 0.999
17 0.000 0.999
18 0.000 1.000
Provide parking postions for 7 Vehicles at a level of confidence of
95 percent.
Source: Traffic&Transportation Engineering Handbook, Second Edition, Page 461
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.--------- --0 I
I SITE
. Ridgeview Dr.
iii
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C
31 21 25 18 Ct
127 -+ 70 113 53
102 56 90 6 n69 42 .`
14 - 158 C
11 31 (-67 126 'c
17 352 1n
14 280
Figure 3
Year 2020
LEGEND: Background Traffic
25 AM Peak—Hour Traffic March,2003
113 = PM Peak—Hour Traffic Academy Ridge Vista (LSC#O3O26O)
90 PM Peak—Hour Traffic of Generator y
:,
A" 4)
x
I
Approximate Scale
Scale:l'../p7
� 0SITE
40%
. Ridgeview Dr. 60%
33 51 2 7 ">
2 11 16 26 46 8 48 -7--.)
2 75 m
1JL JL , C
46 12 J L4 2 51 17_1 k___40 8 n3
7 —•- -.-- I 16 f 1 'V
17 7 48 4 't
CD
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Figure 4
LEGEND:
25 AM Peak-Hour Traffic Directional Distribution and
0of G= PM Peak-Hour Traffic Assignment of Site-Generated Traffic
90 PM Peak—Hour Traffic ofGenerator
- __ Percent Directional March,2003
65% Distribution Vista Ridge Academy(LSC#030260)
A
Approximate Scale
Scale 1'-W
Vista Ridge
Academy
A
Do Not Enter
Sign
Ridgeview Dr.
Figure 6
Drop Off/Pick Up
LEGEND: Traffic Control Plan
= Attendant March,2003
Vista Ridge Academy(LSC#030260)
HCM Unsignalized Intersection Capacity Analysis 2020 AM Total
63: Ridge View Road & West School Access 3/7/2003
Movement . EBC' EBT- WBT'.``WBR' SAL ,`SBR
Lane Configurations ►) At• + ?r M
Sign Control : Free Free ` Stop
Grade 0% 0% 0%
Volume(veh/h) 9 77 23 8 51 33
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate(veh/h) 10 ' 84 25 9 55 36
Pedestrians
Lane Width (ft)
Walking Speed (fUs)
Percent Blockage
Right turn flare (veh)
Median type . None
Median storage veh)
Upstream signal(ft)
pX, platoon unblocked
vC, conflicting volume 34 128 25
vC1, stage 1 conf vol
vC2,stage 2 conf vol
vCu, unblocked vol 34 128 25
tC, single(s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 99 94 97
cM capacity(veh/h) 1578 861 1051
Direction`.tina*r '.X "EB fi'"'Eg2;.WB'-1 1NB'2 '7613`177 '
h vFf w ,
Volume Total 10 84 25 9 91
Volume Left 10 0 0 0 55
Volume Right 0 0 0 9 36
cSH 1578 1700 1700 1700 927
Volume to Capacity 0.01 0.05 0.01 0.01 0.10
Queue Length (ft) 0 0 0 0 7
Control Delay (s) 7.3 0.0 0.0 0.0 ' 9.3
Lane LOS A A
Approach Delay (s) 0.8 0.0 . 9.3
Approach LOS A
fntersectioft'Sumrrary : 'r"
Average Delay 4.2
Intersection Capacity Utilization 16.3% ICU Level of Service A
Vista Ridge-Ridge View Dr(LSC#011391) 2020 AM Total
Analyst, Alam SM Page 3
LSCINCCS2-ST51 9
HCM Unsignalized Intersection Capacity Analysis 2020 AM Total
• 64: Ridge View Road & East School Access 3/7/2003
f t 4\ t r' `► 1 d
Moveinent t t , 6L R'EBT EBR ` WBC' .`U36t =W f NFL?' `PT67 `k N$Ft SBL" .SBT i2
Lane Configurations ►) T4 r 4* 4,
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume(veh/h) 46 76 6 69 _'26 75 3 : 0 61 7 0 : '2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate(veh/h) 50 83 ' 7 75 28 82 3 0 66 8 0 2
Pedestrians
Lane Width(ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None. None
Median storage veh)
Upstream signal (ft) 675 , '
pX, platoon unblocked
vC, conflicting volume 110 89 366 " 446 ' 86 ' 427 . 367 28
vC1, stage 1 conf vol
vC2,stage 2 conf vol
vCu, unblocked vol 110 89 366 446 86 427 367 28
tC, single(s) 4.1 4.1 7.1 6.5 ,`. 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF(s) 2.2 2.2 3.5 : 4.0 3:3 3.5 ' 4:0 3.3
p0 queue free % 97 95 99 100 93 98 100 100
cM capacity(veh/h) 1480 1506 552 466 973 470 515 1047
f]iS oh» e7ie 7.? x :fig-1'. EBB2.'WB 1"'Wt3 2 • , .M ,-n 7
Volume Total 50 89 103 82 70 10
Volume Left 50 0 75 0 3 8
Volume Right 0 7 0 82 66 2
cSH 1480 1700 1506 1700 939 535
Volume to Capacity 0.03 0.05_ 0.05 0.05 0.07 ` 0.02
Queue Length (ft) 2 0 3 0 5 1
Control Delay(s) 7.5 0.0 5.6 0.0 9.1 11.9
Lane LOS A A A B
Approach Delay (s) 2.7 .` 3.1 9.1 1.1.9
Approach LOS A B
int@ISeC�IOn (lllllllafy r S of 7 tis.a -ra
Average Delay 4.2 'y '
Intersection Capacity Utilization 24.1% ICU Level of Service A
Vista Ridge-Ridge View Dr(LSC#011391) 2020 AM Total
Analyst, Alam SM Page 4
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis 2020 PM Total
63: Ridge View Road & West School Access 3/7/2003
t b d
Movement ',` EBLr s BT 1NBT_:.WBR'.- .:SBL ` SBR '
Lane Configurations vi + try
Sign Control. Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 1 134 71 1 16 11
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate(veh/h) 1 146 77 1 17 12 '
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal(ft)
pX, platoon unblocked
vC, conflicting volume 78 225 77
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 78 225 77
tC, single(s) 4.1 6.4 " 6:2
tC, 2 stage (s)
tF (s) ; 2.2 3.5 3.3
p0 queue free % 100 98 99
cM capacity(veh/h) 1520 763 984
Dired)iolT"LBne#' EB 1; EB 2 WB 1 WB 2 SB 1"
Volume Total 1 146 77 1 29
Volume Left 1 0 0 0 17
Volume Right 0 0 0 1 12
cSH 1520 1700 1700 1700 839
Volume to Capacity 0.00 0.09 0.05 0.00 0.03
Queue Length (ft) 0 0 0 0 2
Control Delay (s) 7.4 0.0 0.0 0.0 9.4
Lane LOS A A
Approach Delay (s) 0.1 0.0 9:4
Approach LOS A
Infersection Summary .r rr
Average Delay 1.1
Intersection Capacity Utilization 17.7% -ICU Level of Service A
•
Vista Ridge-Ridge View Dr(LSC#011391) 2020 PM Total
Analyst, Alam SM Page 3
LSC I NCC S2-ST51 9
•
HCM Unsignalized Intersection Capacity Analysis 2020 PM Total
64: Ridge View Road & East School Access 3/7/2003
dvement , 88C..7@8T EBR" WBL WBT 'WBR NBL'- NBT 'NBR SBC 'SST .'S)3ik
Lane Configurations ►) b 4 i 4> 4 Sign Control Free • Free
Grade 0% 0% Stop Stop
Volume(veh/h) 7 129 14 158 54 11 17 ' 0% 0%
0 352 2 0 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate(veh/h) 8 140 15. 172 59 12 18 0 383 2 0 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type ' "None . None
Median storage veh)
Upstream signal (ft) 675
pX, platoon unblocked
vC, conflicting volume 71 155 566 577 148 940 573 59
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 71 155 566 577 148 940 573 59
tC,single(s) : 4.1 4.1
tC, 2 stage (s) 7.1 ' ' 6.5 . :6.2 7.1 6.5.. 6.2
tF(s) • 2.2 2.2 . 3.5 40 3.3 3.5 40 3.3
p0 queue free % 100 88 95 100 57 98 100 100
cM capacity(veh/h) 1530 1425 393 374 899 ,127. 378' 1007
DRifk X`afi ii',717".77c-EB TM.r`WB 1 ''WB`2... "'St3 3 e+ 7;7- * .-�.ra- ;ems` to -74'"x' !i
Volume Total 8 155 230 12 401 3
Volume Left 8 0 172 0 18 2
Volume Right 0 15 0 12 , 383 1
cSH 1530 1700 1425 1700 849 179
Volume to Capacity 0.00 0.09 0.12 0.01 - 0.47' 0.02
Queue Length (ft) 0 0 8 0 51 1
Control Delay (s) 7.4 0.0 6.1 0.0 13.0 25.5
Lane LOS A A B D
Approach Delay (s) 0.3 5.8 13.0 25.5
Approach LOS B D
Tiers ction'Sumil�ary'
Average Delay 8.3
Intersection Capacity Utilization 62.3% ICU Level of Service B
Vista Ridge-Ridge View Dr(LSC#011391) 2020 PM Total
Analyst, Alam SM
LSCINCCS2-ST51 Page 4
HCM Unsignalized Intersection Capacity Analysis 2020 AM Total
• 63: Ridge View Road & West School Access 3/6/2003
k.
M6vement . "^ 1
'EBL 'EB7 ,WBT":WSR `sat:,:86R• ' '_', ". .....
Lane Configurations ) T + It y
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume(veh/h) 9 77 23 8 51 33'
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (veh/h) 10 ` ` 84 25 9 55 36
Pedestrians
Lane Width (ft)'
Walking Speed (ft/s)
Percent Blockage
Right turn flare(veh)
Median type • None
Median storage veh)
Upstream signal(ft)
pX, platoon unblocked
vC, conflicting volume 34 128 25
vC1, stage 1 conf vol
vC2,stage 2 conf vol
vCu, unblocked vol 34 128 25
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3:3
p0 queue free % 99 94 97
cM capacity(veh/h) 1578 861 1051
oriw pn,.Larle#?. "i tB 1':r' g7'2 we 1 `wa 2; BB 1
Volume Total 10 84 25 9 91
Volume Left 10 0 0 0 55
Volume Right 0 0 0 9 36
cSH 1578 1700 1700 1700 927
Volume to Capacity 0.01 0.05 0.01 0.01 0.10
Queue Length (ft) 0 0 0 0 7
Control Delay (s) 7.3 0.0 0.0 0.0 9.3
Lane LOS A A
Approach Delay (s) 0.8 0.0 9.3
Approach LOS A
Intersealion`Sur mary r ` 75.77-7,7x,
Average Delay 4.2
Intersection Capacity Utilization 16.3% ICU Level of Service A
Vista Ridge Academy (LSC#030260) 2020 AM Total
Analyst, Alam SM Page 3
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis 2020 AM Total
64: Ridge View Road & East School Access 3/6/2003
.r- l -' 1 '- t `\ t P �► 1 d
Moveipent ,.58L "°EB7 " EBR WBL `WBT`"V116R7 NBC" ,$18T ."N l SEC` Stir` SBR
Lane Configurations
Sign Control Free Free r op op
Grade 0% 0% Stop Stop
0% 0%
Volume (veh/h) 46 76 6 69 26 75 3 0 61 7 0` 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (veh/h) 50 83 7` 75 28 82 3 0 66 8 0 2
Pedestrians
Lane Width (ft)
Walking Speed (f/s)
Percent Blockage
Right turn flare (veh)
Median type • None None
Median storage veh)
Upstream signal (ft) 675
pX, platoon unblocked
vC, conflicting volume 110 89 - 366 " 446 86 427 367 28
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 110- 89 366 446 86 427 367 28
tC, single(s) 4.1 4.1 7.1 6.5 ,6.2 7.1 • 6.5 : 6.2
tC, 2 stage (s)
tF(s) 2.2 2.2 3.5 `' 4.0 3.3 3.5 4.0 3.3
p0 queue free % 97 95 99 100 93 98 100 100
cM capacity(veh/h) 1480 1506 552 466 973 470 515 1047
`EB 1't"EB.2" WB"1 WB 2'7-Th '1't",'Sg"ieT'cr -' , 7 71". e 7^7 :, 7, ,7•*y,jj;
Volume Total 50 89 .103 82 70 10
Volume Left 50 0 75 0 3 8
Volume Right 0 7 0 82 66 2
cSH 1480 1700 1506 1700 939 535
Volume to Capacity 0.03 0.05 0.05 0.05 0.07 0.02
Queue Length (ft) 2 0 3 0 5 1
Control Delay(s) 7.5 0.0 5.6 0.0 9.1 11.9
Lane LOS A A A B
Approach Delay (s) 2.7 3.1 9.1 > 11.9
Approach LOS A B
ntetsectibn Summary .+- :, � .:• ,- . �.,. _,
Average Delay 4.2
Intersection Capacity Utilization 24.1% ICU Level of Service A
Vista Ridge Academy (LSC#030260) 2020 AM Total
Analyst, Alam SM
LSCINCCS2-ST51 Page 4
HCM Unsignalized Intersection Capacity Analysis 2020 PM Total
63: Ridge View Dr & West School Access 3/7/2003
i1 GVel ienTigEn i'itgl"4tigr70)14117Vit f ;4: :5141; ,5 Et` " i`74-r 3 .7 a ,,..1 .14 Y{
Lane Configurations ? ? 1' ve
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) r' 1 134 71 1 16 11
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (veh/h) '; 1 146 77 1 ° 17 12
Pedestrians
Lane Width,(ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None, "_,�> . .
Median storage veh)
Upstream signal(ft) x
pX, platoon unblocked
vC,'conflicting volume` 78 225
vC1, stage 1 conf vol
vC2 stage 2 conf vol
vCu, unblocked vol 78 225 77
tC, 2 stage (s)
tF s 2.2 3.5 3:3 O
p0 queue free% 100 98 99
cM capacity(veh/h) 1520 763 984"
D(rettiotfiatae'YX, a,77E€51 B TT"VVB''1 2-_`SS 1 eT17
Volume Total 1 . 146 77 . 1 29
•
Volume Left 1 0 0 0 17
Volume Right 0 0 0 1 • 12
cSH 1520 1700 1700 1700 839
Volume to Capacity 0.00 0.09 0.05 .0.00 0:03
Queue Length (ft) 0 0
0 0 2
Control Delay.(s) 7.4 0.0 0.0 0.0 • `9.4
Lane LOS A A
Approach Delay(s) 0.1 0.0 9.4
Approach Los A
Average Delay 1.1
Intersection Capacity Utilization 17.7% ICU Level of Service A
Vista Ridge Academy (LSC#030260) 2020 PM Total
Analyst, Alam SM Page 1
LSCINCCS2-ST51
•
HCM Unsignalized Intersection Capacity Analysis 2020 PM Total Peak Hour of Generator
63: Ridge View Road & West School Access 3/6/2003
.! ~ \► d
ty1"oiiem�t "•_�BL�- 'D61"`°"WBT'>VYBR" '56LC", ` -
Lane Configurations + r M
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 5 126 58 4 48 31
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (veh/h) 5 137 63 4 52 34
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Medan type None
Median storage veh)
Upstream signal(ft)
pX, platoon unblocked
vC, conflicting volume 67 211 . 63
vC1, stage 1 conf vol
vC2;,stage 2 conf vol
vCu, unblocked vol 67 211 63
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
p0 queue free % 100 93 97
ccMM cappacit (veh/h) 1534 775 1002
r"'` 1N61 "VVB 2',`"'6a? Sz `"
Volume Total 5 137 63 4 86
Volume Left 5 0 0 0 52
Volume Right 0 0 0 4 34
cSH 1534 1700 1700 1700 850
Volume to Capacity 0:00 '0.08 0.04 0.00 0.10 '
Queue Length (ft) 0 0 0 0 7
Control Delay (s) 7.4 0.0 0.0 - 0.0 9.7
Lane LOS A A
Approach Delay(s) 0.3 0.0 9.7
Approach LOS A
C 1(3r1 sbfnmair .x`' `r: 771:772'71';
Average Delay 3.0
Intersection Capacity Utilization 18.8% ICU Level of Service A
r Vista Ridge Academy (LSC#030260) 2020 PM Total Peak Hour of Generator
Analyst, Alam SM Page 1
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis 2020 PM Total
64: Ridge View Dr & East School Access 3/7/2003
f l .-- k• 4\ t P ► 4
N13vp enc , EBL.' -5BT? EBa -WBL ,�56T itVBR` NBL `NB " '" Nl3R" . 6BE.7 SB1-1-'88g
Lane Configurations ►) b 4r 4, 4.
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume(veh/h) 7 129 14 158 54 11 17 0 352 . ' 2 0 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly;flow, rate (veh/h) 8 140 15 172 59 12 18 ` 0 383 2 0 1
Pedestrians
Lape Width(ft)
Walking Speed (fUs)
Percent Blockage
Right turn flare (veh)
Median type . -; None None
Median storage veh)
Upstream signal (ft) 675
pry platoon unblocked
vC, conflicting volume 71 155 566 577 148 940 573 59
vC1, stage 1 conf vol
vC2, stage 2 col vol
vCu, unblocked vol 71 155 566 577 148 940 573 59
);C,single(s) 4.1 4.1 7.1 6.5 '- 6.2. 7.1 ' 6.5 ' 6.2
tC, 2 stage (s)
tF(s).'-3: 2.2 2.2 3.5 4.0 3.3 3.5 4.0 '`3.3
p0 queue free % 100 88 95 100 57 98 100 100
cM,capacity(veh/h) 1530 1425 393 374 899 127 376 ; 1007
RREJ 7°" "EB1*. 8E11- FWB 1.5 WI3 2.7..,NB:.'I";." St317: ..,, 7, .,.,, : K
Volume Total 8 155 230 12 401 3
Volume Left 8 0 172 0 18 2
Volume Right 0 15 0 12 383 1
cSH 1530 1700 1425 1700 849 179
Volume to Capacity 0.00 0.09 0.12 0.01 O.47' 0.02
Queue Length (ft) 0 0 8 0 51 1
Control Delay (s) ' 7.4 0.0' 6.1 ,' 0.0 13.0 . 25.5
Lane LOS A A B D
Approach Delay(s) 0.3 5.8 13.0 25.5'
Approach LOS g D
i uth i ?
Average Delay 8.3
Intersection Capacity Utilization 62.3% ICU Level of Service B
Vista Ridge Academy (LSC#030260) 2020 PM Total
Analyst, Alam SM Page 1
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis 2020 PM Total Peak Hour of Generator
64: Ridge View Road & East School Access 3/6/2003
C k- 4\ t t ti 1 1
Movement @BL"' `5BT EBR`"WaLT WEJT'"WEIR IR NBC °'`NB7 - 'NBR "'SBA "SBA' 'SBR
Lane Configurations ►) 1. r4.
Sign Control Free Free
Stop Stop
Grade 0% 0% 0% 0%
Volume(veh/h). 24 138 11 126 48 40 14 0 280 7 0 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate(veh/h) 26 150 12 137 52 43 15` 0` 304 8 0 2
Pedestrians
Lane Width (ft)
Walking Speed (f/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal(ft) 675
pX, platoon unblocked
vC, conflicting volume 96 162 536 578 156 833 540 52
vC1, stage 1 conf vol
vC2,'stage 2 conf vol
vCu, unblocked vol 96 162 536 578 156 833 540 52
tC, single(s) . 4.1 4.1 7,1 6.5 ' 6.2 7.1 , 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 " 3.3
p0 queue free % 98 90 96 100 66 96 100 100
cM capacity(veh/h) 1498 1417 415 379 890 173 '398 1015
breer(ron,'Geitie# 1 w``i B'1",7.€Bl $GVB f ..° B27-Ng"1 ^SBi' i Td 7f e rv . : :::
Volume Total 26 162 189 43 320 10
Volume Left 26 0 137 0 15 8
Volume Right 0 "` 12 0 43 304 2
cSH 1498 1700 1417 1700 844 212
Volume to Capacity 0.02 0.10 0.10 0.03 0.38 0.05
Queue Length (ft) 1 0 6 0 36 3
Control Delay (s) 7.4 0.0 5.9 0.0 11.8 : 22.8"
Lane LOS A A B C
Approach Delay (s) 1.0 4.8 11.8 22.8
Approach LOS B C
InteriectlbhSumfier X xs> 4'X? tR .7"iijR "' _=1 ify.'s i
Average Delay 7.1
Intersection Capacity Utilization 54.2% ICU Level of Service A
ess' Vista Ridge Academy (LSC#030260)
2020 PM Total Peak Hour of Generator
Analyst, Alam SM Page 1
LSCINCCS2-ST51
r.
Exhibit F contains
oversized Site Plan ,
Landscape Plan , and
.. Fencing Plan maps
Please see original file
Weld County Planning Department
GREELEY OFFICE
MAY ] 3 2003
• MEMORANDUM MAY
C TO: Monica Mika DATE: May 9, 2003
WI I DO FROM: Donald Carroll, Engineering Administrator t!'‘
COLORADO SUBJECT: USR-1426, Vista Ridge Development
Master Drainage Report Addendum
Release of Collateral
This is a follow-up of my previous memo requesting the master drainage report for review of the
proposed Vista Ridge Academy Baseball and Soccer fields. The applicant's engineer, Hurst
and Associates, consulting engineering from Boulder, has provided a master drainage report.
This report has been prepared by a professional engineer, stamped, signed, and licensed in the
State of Colorado.
This meets our requirement for Section 24-7-120, Storm Drainage Requirements.
I have reviewed this report and find that it is acceptable.
pc: USR-1426
M:\PLANNING\USR-6.doc
i EXHIBIT
U-92..*114214 11421s
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