SM ROCHA, LLC - Jefferson County

October 1, 2012
Mr. Mark McPherson
Equity Ventures
200 Dahlia Street
Denver, CO 80220
SM ROCHA, LLC
Traffic and Transportation Consultants
RE: Natural Grocers – Vitamin Cottage / Traffic Generation Analysis
Jefferson County, Colorado
Ref: 12-09212tg
Dear Mr. McPherson,
SM ROCHA LLC is pleased to provide traffic generation information for the proposed retail
development entitled Natural Grocers – Vitamin Cottage. This development is located near the
corner of Kipling Parkway and Coal Mine Avenue in Jefferson County, Colorado.
The purpose of this analysis is to present traffic likely generated by the proposed development,
evaluate potential impacts to the adjacent roadway network, and make recommendations for
roadway improvements where appropriate. Also included is additional analysis and information
requested by County Staff to address intersection operation concerns along Coal Mine Avenue.
The following is a summary of analysis results.
Site Description and Access
Land for the development is vacant and is surrounded by a mix of residential and commercial
land uses. The proposed development is understood to entail the construction of
approximately 15,000 square feet of retail space. Weekday operation hours are 9:00 AM to
8:00 PM.
Development traffic is accommodated by two proposed full-movement accesses onto the
adjacent private drive, herein referred to as Street A.
General site and access location is shown in Figure 1.
12303 Airport Way, Suite 200 Broomfield, Colorado 80021
O:(303) 327-1490 F:(303) 327-1499
www.smrocha.com

Coal Mine Avenue
SM ROCHA, LLC
Natural Grocers - Vitamin Cottage
Traffic Generation Analysis
Jefferson County, Colorado
Kipling Parkway
Figure 1
SITE LOCATION
October 2012 Page 2
SITE
Access
Access
Street A
North
Not to Scale

Mr. Mark McPherson October 1, 2012
Natural Grocers – Vitamin Cottage Page 3
Existing and Committed Surface Transportation Network
Within the study area, Street A is the primary roadway that accommodates traffic to and from
the proposed development. Secondary roadways include Coal Mine Avenue and Kipling
Parkway. A brief description of each roadway is provided below:
Street A is a north-south collector roadway with two through lanes (one lane in each direction)
with a combination of exclusive or shared turn lanes at the critical intersections of Coal Mine
Avenue and Kipling Parkway. No posted speed limit is provided.
Coal Mine Avenue and Kipling Parkway are arterial roadways, with shared and exclusive
turn lanes at intersections. The provided speed limit for Kipling Parkway is 45 MPH. Coal
Mine Avenue is posted at 35 MPH.
The Kipling Parkway intersection with Coal Mine Avenue is signalized, while the intersection of
Street A operates under a stop-controlled condition. A stop-controlled intersection is defined
as a roadway intersection where vehicle right-of-ways are controlled by one or more “STOP”
signs.
No specific improvements to Street A, Coal Mine Avenue, or Kipling Parkway are known to be
planned or committed at this time. Each roadway is built out to its ultimate cross-section.
Existing Traffic Conditions
AM and PM Peak Hour traffic counts were collected at the Coal Mine Avenue intersections of
Kipling Parkway and Street A. These counts are shown on Figure 2. Traffic count data is
included in Appendix A.
The Signalized and Unsignalized Intersection Analysis techniques, as published in the Highway
Capacity Manual (HCM) by the Transportation Research Board and as incorporated into the
SYNCHRO computer program, were used to analyze the study intersections for existing traffic
conditions. These techniques allows for the determination of intersection Level of Service
(LOS) based on the congestion and delay of each traffic movement.
The level of service analyses results for existing conditions are summarized in Table 1.
Definitions of Levels of Service are given in Appendix B, and capacity worksheets are provided
in Appendix C.
Ref: 12-09212tg

Coal Mine Avenue
44 / 89
681 / 948
151 / 271
76 / 55
233 / 227
157 / 92
(23,610)
Kipling Parkway
Coal Coal
SM ROCHA, LLC
Natural Grocers - Vitamin Cottage
Traffic Generation Analysis
Jefferson County, Colorado
Kipling
183 / 119
217 / 281
136 / 174
65 / 118
852 / 879
142 / 154
(12,260)
41 / 47
0 / 3
33 / 71
38 / 40
456 / 600
32 / 12
53 / 71
477 / 518
0 / 2
18 / 9
0 / 0
1 / 1
Figure 2
EXISTING TRAFFIC
Volumes & Intersection Geometry
AM / PM Peak Hour
(ADT): Average Daily Traffic
October 2012 Page 4
.
Str. A
.
(961)
Street A
North
Not to Scale

Mr. Mark McPherson October 1, 2012
Natural Grocers – Vitamin Cottage Page 5
TABLE 1
INTERSECTION CAPACITY ANALYSIS SUMMARY
EXISTING TRAFFIC
INTERSECTION LEVEL OF SERVICE
LANE GROUPS AM PEAK HOUR PM PEAK HOUR
Coal Mine Avenue / Kipling Parkway (Signalized) B (16.5) C (21.6)
Coal Mine Avenue / Street A (Stop-Controlled)
Eastbound Left A A
Westbound Left A A
Northbound Left, Through and Right C D
Southbound Left C D
Southbound Through C B
Key: Signalized Intersection: Level of Service (Control Delay in sec/veh)
Stop-Controlled Intersection: Level of Service
Existing Traffic Analysis Results
Under existing conditions, operational analysis shows that the study intersection of Coal Mine
Avenue and Kipling Parkway has a LOS B operation during the AM Peak Hour and LOS C
operation in the PM Peak Hour of traffic.
The stop-controlled intersection of Street A and Coal Mine Avenue has operational analysis
results that vary from LOS A to LOS D throughout peak traffic hours. As Table 1 shows, the
majority of traffic movement operates at LOS C or better. However, southbound and
northbound left turns onto Coal Mine Road operate at LOS D in only the PM Peak Hour. It is
not uncommon for unsignalized turn movements to and from arterial roadways, in urban areas,
to operate with noticeable delays during peak hours. It is, however, likely that the turn
movements will operate better than the results obtained with this HCM Two Way Stop Control
(TWSC) level of service analysis, as the analysis does not take into account platooning of
vehicles, and gaps caused by upstream signals 1. The upstream signal control of Coal Mine
Avenue and Kipling Parkway will tend to create additional gaps in the traffic stream for left turn
movements at the Street A intersection.
1 Transportation Research Board, Highway Capacity Manual, 2000, Washington DC, Section 17-13
Ref: 12-09212tg

Mr. Mark McPherson October 1, 2012
Natural Grocers – Vitamin Cottage Page 6
Vehicle Trip Generation
Standard traffic generation characteristics compiled by the Institute of Transportation Engineers
(ITE) in their report entitled Trip Generation, 8 th Edition were applied to the proposed land use
in order to estimate the average daily traffic (ADT) and peak hour vehicle trips for the
development. A vehicle trip is defined as a one-way vehicle movement from point of origin to
point of destination.
ITE’s Trip Generation Manual provides no traffic generation characteristics information specific
to the proposed Natural Grocer-Vitamin Cottage development. As such, traffic characteristics
of Supermarket (ITE Land Use Code 850) and Pharmacy/Drugstore without drive through (ITE
Land Use Code 880) were considered in effort to find the closest match to the proposed
development. It was concluded that Supermarket provides the best fit.
Table 2 presents trip generation rates used in this analysis.
TABLE 2
TRIP GENERATION RATES
TRIP GENERATION RATES
ITE 24 AM PEAK HOUR PM PEAK HOUR
CODE LAND USE UNIT HOUR ENTER EXIT TOTAL ENTER EXIT TOTAL
850 Supermarket KSF 102.24 2.19 1.40 3.59 5.36 5.15 10.50
Key: KSF = Thousand Square Feet Gross Floor Area
Table 3 illustrates the projected average daily traffic (ADT) and peak hour traffic volumes likely
generated by the proposed land use.
TABLE 3
TRIP GENERATION SUMMARY
TOTAL TRIPS GENERATED
ITE 24 AM PEAK HOUR PM PEAK HOUR
CODE LAND USE SIZE HOUR ENTER EXIT TOTAL ENTER EXIT TOTAL
850 Supermarket 15 KSF 1,534 33 21 54 80 77 158
20% Trip Reduction: 1,227 26 17 43 64 62 126
Key: KSF = Thousand Square Feet Gross Floor Area
Ref: 12-09212tg

Mr. Mark McPherson October 1, 2012
Natural Grocers – Vitamin Cottage Page 7
As Table 3 shows, the proposed development has the potential to generate approximately
1,227 daily trips with 43 of those occurring during the AM Peak Hour and 126 during the PM
Peak Hour.
Adjustments to Trip Generation Rates
A development of this type is likely to attract vehicle trips from the adjacent roadway system,
defined by ITE Trip Generation Handbook as pass-by-trips. Moreover, the proposed
development is considered a specialty store and is likely to generate less traffic volume than a
typical supermarket. As such, a twenty percent trip reduction was used in this analysis. This
reduction is also consistent with ITE published reduction rates for supermarkets.
Trip Distribution
The overall directional distribution of site-generated traffic was determined based on existing
area land uses and the available roadway network.
Figure 3 shows trip distribution patterns for the development.
Project Trip Assignment
Traffic assignment is how the site-generated and distributed trips are expected to be loaded on
the roadway network. Applying trip distribution patterns to site-generated traffic provides the
site-generated trip assignments shown on Figure 3.
Future Traffic Forecasts with Proposed Development
Site-generated traffic was added to existing traffic projections to develop total traffic
projections. The focus of total traffic projections is the critical Coal Mine Avenue intersections
of Kipling Parkway and Street A.
For analysis purposes, it was assumed that development build out would occur by end of Year
2012. No roadway improvements were considered for analysis.
Figure 4 shows projected total traffic volumes and intersection geometry.
Ref: 12-09212tg

Coal Mine Avenue
(25%)
7 / 16
Kipling Parkway
(25%)
5 / 16
SM ROCHA, LLC
Natural Grocers - Vitamin Cottage
Traffic Generation Analysis
Jefferson County, Colorado
5 / 16
4 / 15
Access
October 2012 Page 8
SITE
Access
4 / 16
4 / 15
9 / 31
9 / 31
4 / 15
12 / 32
(25%)
7 / 16
7 / 16
Street A
12 / 32
7 / 16
7 / 16
(25%)
North
Not to Scale
Figure 3
DISTRIBUTION
(%) Overall
SITE-GENERATED TRAFFIC
AM / PM Peak Hour

Coal
Coal Mine Avenue
SM ROCHA, LLC
Natural Grocers - Vitamin Cottage
Traffic Generation Analysis
Jefferson County, Colorado
Kipling
44 / 89
681 / 948
151 / 271
76 / 55
240 / 243
157 / 92
(23,610)
Kipling Parkway
183 / 119
222 / 297
140 / 189
65 / 118
852 / 879
147 / 170
(12,870)
50 / 78
0 / 3
37 / 86
50 / 72
456 / 600
32 / 12
60 / 87
477 / 518
0 / 2
18 / 9
0 / 0
1 / 1
Figure 4
TOTAL TRAFFIC
Volumes & Intersection Geometry
AM / PM Peak Hour
(ADT): Average Daily Traffic
October 2012 Page 9
Coal
Access
.
SITE
Access
Str. A
.
(1,260)
4 / 16
4 / 15
9 / 31
7 / 16
28 / 48
32 / 63
7 / 16
34 / 42
Street A
12 / 32
41 / 58
Acc. .
Str. A
North
Not to Scale

Mr. Mark McPherson October 1, 2012
Natural Grocers – Vitamin Cottage Page 10
Development Impacts
As Figure 3 shows, peak hour traffic volumes anticipated for the proposed development are
minimal. These minimal volumes are not likely to negatively impact operations of the existing
Coal Mine Avenue intersections of Kipling Parkway and Street A.
Since the roadway sections of Street A and Coal Mine Avenue are built out, the need for
roadway improvements to accommodate traffic volume generated by the proposed land use is
not anticipated.
Peak Hour Intersection Levels of Service
As with existing traffic, the operations of the study intersections were analyzed under projected
total traffic conditions using the SYNCHRO computer program. Total traffic level of service
analysis results for development build out are summarized in Table 4. Definitions of Levels of
Service are given in Appendix B, and capacity worksheets are provided in Appendix C.
TABLE 4
INTERSECTION CAPACITY ANALYSIS SUMMARY
TOTAL TRAFFIC
INTERSECTION LEVEL OF SERVICE
LANE GROUPS AM PEAK HOUR PM PEAK HOUR
Coal Mine Avenue / Kipling Parkway (Signalized) B (16.6) C (21.9)
Coal Mine Avenue / Street A (Stop-Controlled)
Eastbound Left A A
Westbound Left A A
Northbound Left, Through and Right C D
Southbound Left C E
Southbound Through C B
Key: Signalized Intersection: Level of Service (Control Delay in sec/veh)
Stop-Controlled Intersection: Level of Service
Total Traffic Analysis Results upon Development Build Out
Table 4 shows that the existing signalized intersection of Coal Mine Avenue and Kipling
Parkway upon development build out is projected to operate with an overall LOS B and LOS C
during respective peak traffic hours, similar to existing conditions.
Ref: 12-09212tg

Mr. Mark McPherson October 1, 2012
Natural Grocers – Vitamin Cottage Page 11
The stop-controlled intersection of Street A and Coal Mine Avenue is expected to have little to
no operational change from that experienced in existing conditions. Eastbound and westbound
left turn movements have current and projected LOS A operations during both peak hours. In
the PM Peak Hour, operation for the southbound left turn movement changes from LOS D to
LOS E. The un-avoidable peak hour delay is attributed to moderate eastbound and westbound
traffic volumes on Coal Mine Avenue and the stop-controlled nature of intersection. The
existing southbound turn lane helps to mitigate experienced delay for the left turn movement. It
is, again, not uncommon for unsignalized turns onto an arterial roadway to operate with
noticeable delays during peak hours. All other intersection turning movements have level of
service operations similar to existing conditions.
Table 4 and Figure 4 illustrate the minimal traffic impact the proposed development will have
on current traffic volumes.
Additional Analysis
Pursuant to County Staff discussion, additional analysis was conducted to ascertain if signal
timing or lane improvements are needed at study intersections with Coal Mine Avenue as well
as any modifications to the adjacent roadway system. The following is response to understood
concerns.
Signal Timing – Operational results for the Coal Mine Avenue and Kipling Parkway intersection
conclude that no adjustment to signal timing or lane improvement is needed to accommodate
traffic generation of the proposed development.
Street A – Vehicular traffic on Street A is shown to be minimal during peak traffic hours.
Provision of exclusive turn lanes on Street A at proposed site access is not needed.
Street A / Coal Mine Avenue – Separate turn and through lanes exist at the Street A and Coal
Mine Avenue intersection. Total traffic operation results summarize little to no change from
existing conditions. No further improvement to the intersection is needed. It is likely, however,
that intersection operations will need to be monitored by County Staff as future Coal Mine
Avenue traffic volume increases and future development occurs along Street A. Increased
operational delay for northbound/southbound left turn movements at the stop-controlled
intersection is plausible and appropriate mitigation measures, if any, will need further
evaluation.
Ref: 12-09212tg

Mr. Mark McPherson October 1, 2012
Natural Grocers – Vitamin Cottage Page 12
Conclusion
This analysis assessed traffic generation and potential impacts to the adjacent roadway
network for the development. The development is located near the corner of Kipling Parkway
and Coal Mine Avenue in Jefferson County, Colorado.
It is our professional opinion that the addition of site-generated traffic is expected to create no
discernable impact to traffic operations of the existing intersections, access drives, and
surrounding roadway network. Analysis results for the site-generated traffic condition conclude
that the additional traffic volume is minimal and within character of the surrounding area.
We trust that our findings will assist in the planning and approval of the proposed Natural
Grocers – Vitamin Cottage development. Please contact us should further assistance be
needed.
Sincerely,
SM ROCHA, LLC
Traffic and Transportation Consultants
Mike Rocha, TSOS, TOPS
Principal
Attachment: Appendix A-C (23 pages)
Ref: 12-09212tg

APPENDIX A
Traffic Count Data

File Name : #1 KIPLING&COALMINEAM
Site Code : 00000000
Start Date : 9/25/2012
Page No : 1
Groups Printed- Class 1
KIPLING PARKWAY COAL MINE AVENUE KIPLING PARKWAY COAL MINE AVENUE
Southbound
Westbound
Northbound
Eastbound
Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total
07:00 AM 5 125 23 1 41 55 23 0 49 207 12 0 37 60 20 1 659
07:15 AM 13 175 34 1 39 56 27 0 41 166 18 0 41 62 15 0 688
07:30 AM 8 149 50 1 48 34 30 0 17 212 11 0 33 72 22 0 687
07:45 AM 12 196 38 0 52 79 49 0 46 278 22 0 51 53 24 0 900
Total 38 645 145 3 180 224 129 0 153 863 63 0 162 247 81 1 2934
08:00 AM 11 161 29 3 44 48 30 0 38 196 14 0 32 46 15 0 667
08:15 AM 14 140 41 0 59 47 18 0 43 188 20 0 19 50 23 1 663
08:30 AM 8 137 37 0 44 43 34 0 26 128 8 2 33 52 22 0 574
08:45 AM 12 142 26 0 48 43 23 0 26 184 17 0 16 36 9 1 583
Total 45 580 133 3 195 181 105 0 133 696 59 2 100 184 69 2 2487
Grand Total 83 1225 278 6 375 405 234 0 286 1559 122 2 262 431 150 3 5421
Apprch % 5.2 76.9 17.5 0.4 37 39.9 23.1 0 14.5 79.2 6.2 0.1 31 50.9 17.7 0.4
Total % 1.5 22.6 5.1 0.1 6.9 7.5 4.3 0 5.3 28.8 2.3 0 4.8 8 2.8 0.1
COAL MINE AVENUE
Out In Total
610 846 1456
150
Left
431
Thru
262
Rght
3
Other
All Traffic Data Services
Wheat Ridge,CO 80033
303-668-0220
KIPLING PARKWAY
Out In Total
2084 1592 3676
83
Rght
Left
122
1225
Thru
Thru
1559
278
Left
9/25/2012 07:00 AM
9/25/2012 08:45 AM
Class 1
North
Rght
286
6
Other
Other
2
1721 1969 3690
Out In Total
KIPLING PARKWAY
Rght
375
Thru
405
Left
234
Other
0
995 1014 2009
Out In Total
COAL MINE AVENUE

File Name : #1 KIPLING&COALMINEAM
Site Code : 00000000
Start Date : 9/25/2012
Page No : 2
KIPLING PARKWAY COAL MINE AVENUE KIPLING PARKWAY COAL MINE AVENUE
Southbound
Westbound
Northbound
Eastbound
Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 13 175 34 1 223 39 56 27 0 122 41 166 18 0 225 41 62 15 0 118 688
07:30 AM 8 149 50 1 208 48 34 30 0 112 17 212 11 0 240 33 72 22 0 127 687
07:45 AM 12 196 38 0 246 52 79 49 0 180 46 278 22 0 346 51 53 24 0 128 900
08:00 AM 11 161 29 3 204 44 48 30 0 122 38 196 14 0 248 32 46 15 0 93 667
Total Volume 44 681 151 5 881 183 217 136 0 536 142 852 65 0 1059 157 233 76 0 466 2942
% App. Total 5 77.3 17.1 0.6 34.1 40.5 25.4 0 13.4 80.5 6.1 0 33.7 50 16.3 0
PHF .846 .869 .755 .417 .895 .880 .687 .694 .000 .744 .772 .766 .739 .000 .765 .770 .809 .792 .000 .910 .817
COAL MINE AVENUE
Out In Total
326 466 792
76
Left
233
Thru
157
Rght
0
Other
All Traffic Data Services
Wheat Ridge,CO 80033
303-668-0220
KIPLING PARKWAY
Out In Total
1111 881 1992
44
Rght
Left
65
681
Thru
Thru
852
151
Left
Rght
142
5
Other
Peak Hour Data
Peak Hour Begins at 07:15 AM
Class 1
North
Other
0
974 1059 2033
Out In Total
KIPLING PARKWAY
Rght
183
Thru
217
Left
136
Other
0
526 536 1062
Out In Total
COAL MINE AVENUE

File Name : #1 KIPLING&COALMINEPM
Site Code : 00000000
Start Date : 9/25/2012
Page No : 1
Groups Printed- Class 1
KIPLING PARKWAY COAL MINE AVENUE KIPLING PARKWAY COAL MINE AVENUE
Southbound
Westbound
Northbound
Eastbound
Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total
04:00 PM 26 199 55 0 17 41 42 0 35 213 32 0 20 49 19 0 748
04:15 PM 17 211 52 2 26 52 37 1 42 187 26 0 14 53 19 0 739
04:30 PM 22 230 64 0 38 81 39 0 30 222 30 0 26 55 13 0 850
04:45 PM 19 230 69 0 28 66 49 0 34 209 32 0 22 53 11 0 822
Total 84 870 240 2 109 240 167 1 141 831 120 0 82 210 62 0 3159
05:00 PM 26 237 59 2 22 60 39 0 45 249 36 0 22 62 12 0 871
05:15 PM 22 251 79 1 31 74 47 0 45 199 20 0 22 57 19 1 868
05:30 PM 19 212 59 0 28 53 40 0 40 217 34 0 21 62 5 0 790
05:45 PM 21 246 64 0 20 78 39 0 43 176 31 0 31 51 14 0 814
Total 88 946 261 3 101 265 165 0 173 841 121 0 96 232 50 1 3343
Grand Total 172 1816 501 5 210 505 332 1 314 1672 241 0 178 442 112 1 6502
Apprch % 6.9 72.8 20.1 0.2 20 48.2 31.7 0.1 14.1 75.1 10.8 0 24.3 60.3 15.3 0.1
Total % 2.6 27.9 7.7 0.1 3.2 7.8 5.1 0 4.8 25.7 3.7 0 2.7 6.8 1.7 0
COAL MINE AVENUE
Out In Total
918 733 1651
112
Left
442
Thru
178
Rght
1
Other
All Traffic Data Services
Wheat Ridge,CO 80033
303-668-0220
KIPLING PARKWAY
Out In Total
1994 2494 4488
172
Rght
Left
241
1816
Thru
Thru
1672
501
Left
9/25/2012 04:00 PM
9/25/2012 05:45 PM
Class 1
North
Rght
314
5
Other
Other
0
2326 2227 4553
Out In Total
KIPLING PARKWAY
Rght
210
Thru
505
Left
332
Other
1
1257 1048 2305
Out In Total
COAL MINE AVENUE

File Name : #1 KIPLING&COALMINEPM
Site Code : 00000000
Start Date : 9/25/2012
Page No : 2
KIPLING PARKWAY COAL MINE AVENUE KIPLING PARKWAY COAL MINE AVENUE
Southbound
Westbound
Northbound
Eastbound
Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 22 230 64 0 316 38 81 39 0 158 30 222 30 0 282 26 55 13 0 94 850
04:45 PM 19 230 69 0 318 28 66 49 0 143 34 209 32 0 275 22 53 11 0 86 822
05:00 PM 26 237 59 2 324 22 60 39 0 121 45 249 36 0 330 22 62 12 0 96 871
05:15 PM 22 251 79 1 353 31 74 47 0 152 45 199 20 0 264 22 57 19 1 99 868
Total Volume 89 948 271 3 1311 119 281 174 0 574 154 879 118 0 1151 92 227 55 1 375 3411
% App. Total 6.8 72.3 20.7 0.2 20.7 49 30.3 0 13.4 76.4 10.3 0 24.5 60.5 14.7 0.3
PHF .856 .944 .858 .375 .928 .783 .867 .888 .000 .908 .856 .883 .819 .000 .872 .885 .915 .724 .250 .947 .979
COAL MINE AVENUE
Out In Total
488 375 863
55
Left
227
Thru
92
Rght
1
Other
All Traffic Data Services
Wheat Ridge,CO 80033
303-668-0220
KIPLING PARKWAY
Out In Total
1053 1311 2364
89
Rght
Left
118
948
Thru
Thru
879
271
Left
Rght
154
3
Other
Peak Hour Data
Peak Hour Begins at 04:30 PM
Class 1
North
Other
0
1214 1151 2365
Out In Total
KIPLING PARKWAY
Rght
119
Thru
281
Left
174
Other
0
652 574 1226
Out In Total
COAL MINE AVENUE

SITE ACCESS PRIVATE
ROADWAY
Southbound
COAL MINE AVENUE
Westbound
Groups Printed- Class 1
SITE ACCESS PRIVATE
ROADWAY
Northbound
File Name : #2 AP&COALMINEAM
Site Code : 00000000
Start Date : 9/25/2012
Page No : 1
COAL MINE AVENUE
Eastbound
Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total
07:00 AM 9 0 10 0 12 0 0 1 1 0 1 0 18 0 9 0 61
07:15 AM 11 0 9 0 15 0 0 1 0 0 0 0 14 0 12 0 62
07:30 AM 8 0 5 0 8 0 0 0 0 0 0 0 0 0 7 0 28
07:45 AM 13 0 9 0 18 0 0 0 0 0 17 0 0 0 10 0 67
Total 41 0 33 0 53 0 0 2 1 0 18 0 32 0 38 0 218
08:00 AM 11 0 7 0 13 0 0 2 0 0 1 0 2 0 2 0 38
08:15 AM 9 0 16 0 14 0 0 0 0 0 0 0 19 0 11 0 69
08:30 AM 11 0 7 0 9 0 0 0 0 0 1 0 1 0 10 0 39
08:45 AM 10 0 9 0 7 0 0 0 0 0 12 0 2 0 21 0 61
Total 41 0 39 0 43 0 0 2 0 0 14 0 24 0 44 0 207
Grand Total 82 0 72 0 96 0 0 4 1 0 32 0 56 0 82 0 425
Apprch % 53.2 0 46.8 0 96 0 0 4 3 0 97 0 40.6 0 59.4 0
Total % 19.3 0 16.9 0 22.6 0 0 0.9 0.2 0 7.5 0 13.2 0 19.3 0
COAL MINE AVENUE
Out In Total
114 138 252
82
Left
0
Thru
56
Rght
0
Other
All Traffic Data Services
Wheat Ridge,CO 80033
303-668-0220
SITE ACCESS PRIVATE ROADWAY
Out In Total
178 154 332
82
Rght
Left
32
0
Thru
Thru
0
72
Left
9/25/2012 07:00 AM
9/25/2012 08:45 AM
Class 1
North
Rght
1
0
Other
Other
0
56 33 89
Out In Total
SITE ACCESS PRIVATE ROADWAY
Rght
96
Thru
0
Left
0
Other
4
73 100 173
Out In Total
COAL MINE AVENUE

SITE ACCESS PRIVATE
ROADWAY
Southbound
COAL MINE AVENUE
Westbound
SITE ACCESS PRIVATE
ROADWAY
Northbound
File Name : #2 AP&COALMINEAM
Site Code : 00000000
Start Date : 9/25/2012
Page No : 2
COAL MINE AVENUE
Eastbound
Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 9 0 10 0 19 12 0 0 1 13 1 0 1 0 2 18 0 9 0 27 61
07:15 AM 11 0 9 0 20 15 0 0 1 16 0 0 0 0 0 14 0 12 0 26 62
07:30 AM 8 0 5 0 13 8 0 0 0 8 0 0 0 0 0 0 0 7 0 7 28
07:45 AM 13 0 9 0 22 18 0 0 0 18 0 0 17 0 17 0 0 10 0 10 67
Total Volume 41 0 33 0 74 53 0 0 2 55 1 0 18 0 19 32 0 38 0 70 218
% App. Total 55.4 0 44.6 0 96.4 0 0 3.6 5.3 0 94.7 0 45.7 0 54.3 0
PHF .788 .000 .825 .000 .841 .736 .000 .000 .500 .764 .250 .000 .265 .000 .279 .444 .000 .792 .000 .648 .813
COAL MINE AVENUE
Out In Total
59 70 129
38
Left
0
Thru
32
Rght
0
Other
All Traffic Data Services
Wheat Ridge,CO 80033
303-668-0220
SITE ACCESS PRIVATE ROADWAY
Out In Total
91 74 165
41
Rght
Left
18
0
Thru
Thru
0
33
Left
Rght
1
0
Other
Peak Hour Data
Peak Hour Begins at 07:00 AM
Class 1
North
Other
0
32 19 51
Out In Total
SITE ACCESS PRIVATE ROADWAY
Rght
53
Thru
0
Left
0
Other
2
34 55 89
Out In Total
COAL MINE AVENUE

SITE ACCESS PRIVATE
ROADWAY
Southbound
COAL MINE AVENUE
Westbound
Groups Printed- Class 1
SITE ACCESS PRIVATE
ROADWAY
Northbound
File Name : #2 AP&COALMINEPM
Site Code : 00000000
Start Date : 9/25/2012
Page No : 1
COAL MINE AVENUE
Eastbound
Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total
04:00 PM 11 0 8 0 14 0 0 0 0 0 3 0 2 0 9 0 47
04:15 PM 9 0 20 0 18 0 1 2 0 0 0 0 4 0 9 0 63
04:30 PM 18 2 20 0 18 0 1 0 0 0 3 0 2 0 11 0 75
04:45 PM 10 0 17 0 19 0 0 0 0 0 4 0 2 0 9 0 61
Total 48 2 65 0 69 0 2 2 0 0 10 0 10 0 38 0 246
05:00 PM 10 1 14 0 16 0 0 3 1 0 2 0 4 0 11 0 62
05:15 PM 13 0 11 0 14 0 0 1 0 0 2 1 1 0 10 0 53
05:30 PM 16 0 11 0 12 0 0 0 0 0 1 0 3 0 10 0 53
05:45 PM 11 0 12 0 13 0 0 0 0 0 0 0 1 0 13 0 50
Total 50 1 48 0 55 0 0 4 1 0 5 1 9 0 44 0 218
Grand Total 98 3 113 0 124 0 2 6 1 0 15 1 19 0 82 0 464
Apprch % 45.8 1.4 52.8 0 93.9 0 1.5 4.5 5.9 0 88.2 5.9 18.8 0 81.2 0
Total % 21.1 0.6 24.4 0 26.7 0 0.4 1.3 0.2 0 3.2 0.2 4.1 0 17.7 0
COAL MINE AVENUE
Out In Total
113 101 214
82
Left
0
Thru
19
Rght
0
Other
All Traffic Data Services
Wheat Ridge,CO 80033
303-668-0220
SITE ACCESS PRIVATE ROADWAY
Out In Total
206 214 420
98
Rght
Left
15
3
Thru
Thru
0
113
Left
9/25/2012 04:00 PM
9/25/2012 05:45 PM
Class 1
North
Rght
1
0
Other
Other
1
24 17 41
Out In Total
SITE ACCESS PRIVATE ROADWAY
Rght
124
Thru
0
Left
2
Other
6
114 132 246
Out In Total
COAL MINE AVENUE

SITE ACCESS PRIVATE
ROADWAY
Southbound
COAL MINE AVENUE
Westbound
SITE ACCESS PRIVATE
ROADWAY
Northbound
File Name : #2 AP&COALMINEPM
Site Code : 00000000
Start Date : 9/25/2012
Page No : 2
COAL MINE AVENUE
Eastbound
Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 9 0 20 0 29 18 0 1 2 21 0 0 0 0 0 4 0 9 0 13 63
04:30 PM 18 2 20 0 40 18 0 1 0 19 0 0 3 0 3 2 0 11 0 13 75
04:45 PM 10 0 17 0 27 19 0 0 0 19 0 0 4 0 4 2 0 9 0 11 61
05:00 PM 10 1 14 0 25 16 0 0 3 19 1 0 2 0 3 4 0 11 0 15 62
Total Volume 47 3 71 0 121 71 0 2 5 78 1 0 9 0 10 12 0 40 0 52 261
% App. Total 38.8 2.5 58.7 0 91 0 2.6 6.4 10 0 90 0 23.1 0 76.9 0
PHF .653 .375 .888 .000 .756 .934 .000 .500 .417 .929 .250 .000 .563 .000 .625 .750 .000 .909 .000 .867 .870
COAL MINE AVENUE
Out In Total
56 52 108
40
Left
0
Thru
12
Rght
0
Other
All Traffic Data Services
Wheat Ridge,CO 80033
303-668-0220
SITE ACCESS PRIVATE ROADWAY
Out In Total
111 121 232
47
Rght
Left
9
3
Thru
Thru
0
71
Left
Rght
1
0
Other
Peak Hour Data
Peak Hour Begins at 04:15 PM
Class 1
North
Other
0
17 10 27
Out In Total
SITE ACCESS PRIVATE ROADWAY
Rght
71
Thru
0
Left
2
Other
5
72 78 150
Out In Total
COAL MINE AVENUE

All Traffic Data Services, Inc
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltrafficdata.net
Page 1
Site Code: 3
Station ID: 3
SITE ACCESS PRIVATE ROAD N/O BANKS NORTH
Start 25-Sep-12
Time Tue NB SB Total
12:00 AM 3 5 8
01:00 0 0 0
02:00 2 0 2
03:00 1 1 2
04:00 3 2 5
05:00 3 6 9
06:00 28 21 49
07:00 34 16 50
08:00 29 21 50
09:00 30 28 58
10:00 48 32 80
11:00 32 27 59
12:00 PM 40 22 62
01:00 35 26 61
02:00 33 41 74
03:00 32 29 61
04:00 42 48 90
05:00 40 39 79
06:00 19 33 52
07:00 27 19 46
08:00 19 16 35
09:00 6 8 14
10:00 4 7 11
11:00 2 2 4
Total 512 449 961
Percent 53.3% 46.7%
AM Peak 10:00 10:00 10:00
Vol. 48 32 80
PM Peak 16:00 16:00 16:00
Vol. 42 48 90
Total 512 449 961
Percent 53.3% 46.7%
ADT Not Calculated

APPENDIX B
Level of Service Definitions

The following information can be found in the Highway Capacity Manual, Transportation Research
Board, 2000: Chapter 10 – Urban Streets Concepts Signalized Intersections and Chapter 17 –
Unsignalized Intersections.
Level Of Service (LOS) for Signalized Intersections
Levels of service are defined to represent reasonable ranges in control delay.
LOS A
Describes operations with low control delay, up to 10 s/veh. This LOS occurs when progression is
extremely favorable and most vehicles arrive during the green phase. Many vehicles do not stop at all.
Short cycle lengths may tend to contribute to low delay values.
LOS B
Describes operations with control delay greater then 10 and up to 20 s/veh. This level generally
occurs with good progressions, short cycle lengths, or both. More vehicles stop than with LOS A,
causing higher levels of delay.
LOS C
Describes operations with control delay greater than 20 and up to 35 s/veh. These higher delays may
result from only fair progression, longer cycle lengths, or both. Individual cycle failures may begin to
appear at the level. Cycle failure occurs when a given green phase does not serve queued vehicles, and
overflows occur. The number of vehicles stopping is significant at this level, though many still pass
through the intersection without stopping.
LOS D
Describes operations with control delay greater than 35 and up to 55 s/veh. At LOS D, the influence
of congestion becomes more noticeable. Longer delays may result from some combination of
unfavorable progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent.
LOS E
Describes operations with control delay greater than 55 and up to 80 s/veh. These high delay values
generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are
frequent.
LOS F
Describes operations with control delay in excess of 80 s/veh. This level, considered unacceptable to
most drivers, often occurs with over saturation, that is, when arrival flow rates exceed the capacity of lane
groups. It may also occur at high v/c ratios with many individual cycle failures. Poor progression and
long cycle lengths may also contribute significantly to high delay levels.
Level of Service (LOS) for Unsignalized TWSC Intersections
Level of Service Average Control Delay (s/veh)
A 0 - 10
B > 10 - 15
C > 15 - 25
D > 25 - 35
E > 35 - 50
F > 50

APPENDIX C
Capacity Worksheets

Timings Existing Traffic Volumes
1: Coal Mine Avenue & Kipling Parkway
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 3539 1583 3433 3539 1583
Flt Permitted 0.605 0.520 0.950 0.950
Satd. Flow (perm) 1127 3539 1583 969 3539 1583 1770 3539 1583 3433 3539 1583
Satd. Flow (RTOR) 171 199 154 48
Volume (vph) 76 233 157 136 217 183 65 852 142 151 681 44
Lane Group Flow (vph) 83 253 171 148 236 199 71 926 154 164 740 48
Turn Type pm+pt Free pm+pt Free Prot Free Prot Free
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 Free 8 Free Free Free
Total Split (s) 9.5 21.5 0.0 10.9 22.9 0.0 12.8 35.4 0.0 12.2 34.8 0.0
Act Effct Green (s) 14.9 11.5 62.1 17.4 12.5 62.1 8.7 31.2 62.1 8.3 33.3 62.1
Actuated g/C Ratio 0.23 0.18 1.00 0.27 0.19 1.00 0.13 0.50 1.00 0.13 0.54 1.00
v/c Ratio 0.26 0.40 0.11 0.42 0.34 0.13 0.31 0.52 0.10 0.37 0.39 0.03
Uniform Delay, d1 18.6 26.9 0.0 19.3 25.8 0.0 29.7 13.7 0.0 28.9 12.0 0.0
Control Delay 19.6 26.2 0.1 22.0 24.8 0.2 33.8 17.6 0.1 32.2 15.1 0.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 19.6 26.2 0.1 22.0 24.8 0.2 33.8 17.6 0.1 32.2 15.1 0.0
LOS B C A C C A C B A C B A
Approach Delay 16.3 15.7 16.2 17.3
Approach LOS B B B B
Queue Length 50th (ft) 24 50 0 45 45 0 28 168 0 33 127 0
Queue Length 95th (ft) 58 90 0 95 82 0 71 247 0 68 191 0
Internal Link Dist (ft) 1469 323 3217 860
Turn Bay Length (ft) 275 150 275
Base Capacity (vph) 322 905 1583 354 970 1583 244 1894 1583 459 1950 1583
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.26 0.28 0.11 0.42 0.24 0.13 0.29 0.49 0.10 0.36 0.38 0.03
Intersection Summary
Cycle Length: 80
Actuated Cycle Length: 62.1
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.52
Intersection Signal Delay: 16.5 Intersection LOS: B
Intersection Capacity Utilization 55.2% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Coal Mine Avenue & Kipling Parkway
September 2012 Synchro Report
SM ROCHA, LLC
Appendix C - Capacity Worksheets - Page 1

HCM Unsignalized Intersection Capacity Analysis Existing Traffic Volumes
2: Coal Mine Avenue & Street A
AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 38 456 32 0 477 53 18 0 1 33 0 41
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 (vph) 41 496 35 0 518 58 20 0 1 36 0 45
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 2
Median type None None
Median storage veh)
Upstream signal (ft) 403
pX, platoon unblocked 0.97 0.97 0.97 0.97 0.97 0.97
vC, conflicting volume 576 530 838 1154 248 850 1132 259
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 576 492 807 1132 202 820 1109 259
tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9
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 % 96 100 92 100 100 86 100 94
cM capacity (veh/h) 993 1041 242 188 785 252 195 740
Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 NB 1 SB 1 SB 2
Volume Total 41 248 248 35 0 259 259 58 21 36 45
Volume Left 41 0 0 0 0 0 0 0 20 36 0
Volume Right 0 0 0 35 0 0 0 58 1 0 45
cSH 993 1700 1700 1700 1700 1700 1700 1700 251 252 370
Volume to Capacity 0.04 0.15 0.15 0.02 0.00 0.15 0.15 0.03 0.08 0.14 0.12
Queue Length (ft) 3 0 0 0 0 0 0 0 7 12 10
Control Delay (s) 8.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20.6 21.7 16.1
Lane LOS A C C C
Approach Delay (s) 0.6 0.0 20.6 18.6
Approach LOS C C
Intersection Summary
Average Delay 1.8
Intersection Capacity Utilization 34.2% ICU Level of Service A
Analysis Period (min) 15
September 2012 Synchro Report
SM ROCHA, LLC
Appendix C - Capacity Worksheets - Page 2

Timings Existing Traffic Volumes
1: Coal Mine Avenue & Kipling Parkway
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 3539 1583 3433 3539 1583
Flt Permitted 0.551 0.524 0.950 0.950
Satd. Flow (perm) 1026 3539 1583 976 3539 1583 1770 3539 1583 3433 3539 1583
Satd. Flow (RTOR) 100 129 164 89
Volume (vph) 55 227 92 174 281 119 118 879 154 271 948 89
Lane Group Flow (vph) 60 247 100 189 305 129 128 955 167 295 1030 97
Turn Type pm+pt Free pm+pt Free Prot Free Prot Free
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 Free 8 Free Free Free
Total Split (s) 9.5 21.5 0.0 11.0 23.0 0.0 14.0 33.5 0.0 14.0 33.5 0.0
Act Effct Green (s) 17.2 11.7 70.6 21.4 17.5 70.6 9.5 25.8 70.6 9.8 29.0 70.6
Actuated g/C Ratio 0.23 0.17 1.00 0.30 0.25 1.00 0.13 0.37 1.00 0.14 0.41 1.00
v/c Ratio 0.20 0.42 0.06 0.50 0.35 0.08 0.56 0.74 0.11 0.62 0.71 0.06
Uniform Delay, d1 17.1 26.2 0.0 18.1 23.7 0.0 31.8 20.4 0.0 30.6 19.4 0.0
Control Delay 20.4 28.3 0.1 24.9 25.4 0.1 39.2 22.4 0.1 35.9 21.8 0.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.4 28.3 0.1 24.9 25.4 0.1 39.2 22.4 0.1 35.9 21.8 0.1
LOS C C A C C A D C A D C A
Approach Delay 20.2 20.0 21.1 23.2
Approach LOS C C C C
Queue Length 50th (ft) 19 54 0 66 66 0 55 185 0 67 206 0
Queue Length 95th (ft) 45 88 0 118 104 0 #114 269 0 110 297 0
Internal Link Dist (ft) 1469 323 3217 860
Turn Bay Length (ft) 275 150 275
Base Capacity (vph) 293 816 1583 376 965 1583 242 1411 1583 490 1481 1583
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.20 0.30 0.06 0.50 0.32 0.08 0.53 0.68 0.11 0.60 0.70 0.06
Intersection Summary
Cycle Length: 80
Actuated Cycle Length: 70.6
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 21.6 Intersection LOS: C
Intersection Capacity Utilization 62.0% ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
September 2012 Synchro Report
SM ROCHA, LLC
Appendix C - Capacity Worksheets - Page 3

Timings Existing Traffic Volumes
1: Coal Mine Avenue & Kipling Parkway
PM Peak Hour
Splits and Phases: 1: Coal Mine Avenue & Kipling Parkway
September 2012 Synchro Report
SM ROCHA, LLC
Appendix C - Capacity Worksheets - Page 4

HCM Unsignalized Intersection Capacity Analysis Existing Traffic Volumes
2: Coal Mine Avenue & Street A
PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 40 600 12 2 518 71 9 0 1 71 3 47
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 (vph) 43 652 13 2 563 77 10 0 1 77 3 51
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 2
Median type None None
Median storage veh)
Upstream signal (ft) 403
pX, platoon unblocked 0.97 0.97 0.97 0.97 0.97 0.97
vC, conflicting volume 640 665 1027 1384 326 982 1320 282
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 640 622 995 1364 272 949 1298 282
tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9
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 % 95 100 94 100 100 61 98 93
cM capacity (veh/h) 940 925 169 135 703 200 148 716
Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 NB 1 SB 1 SB 2
Volume Total 43 326 326 13 2 282 282 77 11 77 54
Volume Left 43 0 0 0 2 0 0 0 10 77 0
Volume Right 0 0 0 13 0 0 0 77 1 0 51
cSH 940 1700 1700 1700 925 1700 1700 1700 183 200 761
Volume to Capacity 0.05 0.19 0.19 0.01 0.00 0.17 0.17 0.05 0.06 0.39 0.07
Queue Length (ft) 4 0 0 0 0 0 0 0 5 42 6
Control Delay (s) 9.0 0.0 0.0 0.0 8.9 0.0 0.0 0.0 25.9 33.8 11.6
Lane LOS A A D D B
Approach Delay (s) 0.6 0.0 25.9 24.6
Approach LOS D C
Intersection Summary
Average Delay 2.6
Intersection Capacity Utilization 37.1% ICU Level of Service A
Analysis Period (min) 15
September 2012 Synchro Report
SM ROCHA, LLC
Appendix C - Capacity Worksheets - Page 5

Timings Total Traffic Volumes
1: Coal Mine Avenue & Kipling Parkway
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 3539 1583 3433 3539 1583
Flt Permitted 0.602 0.505 0.950 0.950
Satd. Flow (perm) 1121 3539 1583 941 3539 1583 1770 3539 1583 3433 3539 1583
Satd. Flow (RTOR) 171 199 160 48
Volume (vph) 76 240 157 140 222 183 65 852 147 151 681 44
Lane Group Flow (vph) 83 261 171 152 241 199 71 926 160 164 740 48
Turn Type pm+pt Free pm+pt Free Prot Free Prot Free
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 Free 8 Free Free Free
Total Split (s) 9.5 21.5 0.0 11.1 23.1 0.0 12.8 35.2 0.0 12.2 34.6 0.0
Act Effct Green (s) 15.1 11.7 62.2 17.9 12.8 62.2 8.7 31.2 62.2 8.4 33.3 62.2
Actuated g/C Ratio 0.24 0.18 1.00 0.28 0.20 1.00 0.13 0.50 1.00 0.13 0.54 1.00
v/c Ratio 0.26 0.41 0.11 0.42 0.34 0.13 0.31 0.52 0.10 0.37 0.39 0.03
Uniform Delay, d1 18.5 26.9 0.0 19.1 25.7 0.0 29.8 13.8 0.0 29.0 12.2 0.0
Control Delay 19.4 26.3 0.1 21.9 24.7 0.2 33.9 17.8 0.1 32.4 15.3 0.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 19.4 26.3 0.1 21.9 24.7 0.2 33.9 17.8 0.1 32.4 15.3 0.0
LOS B C A C C A C B A C B A
Approach Delay 16.5 15.7 16.3 17.5
Approach LOS B B B B
Queue Length 50th (ft) 24 52 0 46 46 0 28 170 0 33 128 0
Queue Length 95th (ft) 58 92 0 97 83 0 71 251 0 68 194 0
Internal Link Dist (ft) 1469 323 3217 860
Turn Bay Length (ft) 275 150 275
Base Capacity (vph) 324 911 1583 360 986 1583 246 1883 1583 463 1940 1583
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.26 0.29 0.11 0.42 0.24 0.13 0.29 0.49 0.10 0.35 0.38 0.03
Intersection Summary
Cycle Length: 80
Actuated Cycle Length: 62.2
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.52
Intersection Signal Delay: 16.6 Intersection LOS: B
Intersection Capacity Utilization 55.6% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Coal Mine Avenue & Kipling Parkway
September 2012 Synchro Report
SM ROCHA, LLC
Appendix C - Capacity Worksheets - Page 6

HCM Unsignalized Intersection Capacity Analysis Total Traffic Volumes
2: Coal Mine Avenue & Street A
AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 50 456 32 0 477 60 18 0 1 37 0 50
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 (vph) 54 496 35 0 518 65 20 0 1 40 0 54
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 2
Median type None None
Median storage veh)
Upstream signal (ft) 403
pX, platoon unblocked 0.97 0.97 0.97 0.97 0.97 0.97
vC, conflicting volume 584 530 864 1188 248 876 1158 259
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 584 492 834 1167 202 847 1136 259
tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9
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 % 94 100 91 100 100 83 100 93
cM capacity (veh/h) 987 1040 226 177 785 238 185 740
Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 NB 1 SB 1 SB 2
Volume Total 54 248 248 35 0 259 259 65 21 40 54
Volume Left 54 0 0 0 0 0 0 0 20 40 0
Volume Right 0 0 0 35 0 0 0 65 1 0 54
cSH 987 1700 1700 1700 1700 1700 1700 1700 234 238 370
Volume to Capacity 0.06 0.15 0.15 0.02 0.00 0.15 0.15 0.04 0.09 0.17 0.15
Queue Length (ft) 4 0 0 0 0 0 0 0 7 15 13
Control Delay (s) 8.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 21.8 23.2 16.4
Lane LOS A C C C
Approach Delay (s) 0.8 0.0 21.8 19.3
Approach LOS C C
Intersection Summary
Average Delay 2.1
Intersection Capacity Utilization 34.2% ICU Level of Service A
Analysis Period (min) 15
September 2012 Synchro Report
SM ROCHA, LLC
Appendix C - Capacity Worksheets - Page 7

Timings Total Traffic Volumes
1: Coal Mine Avenue & Kipling Parkway
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 3539 1583 3433 3539 1583
Flt Permitted 0.529 0.504 0.950 0.950
Satd. Flow (perm) 985 3539 1583 939 3539 1583 1770 3539 1583 3433 3539 1583
Satd. Flow (RTOR) 100 129 182 89
Volume (vph) 55 243 92 189 297 119 118 879 170 271 948 89
Lane Group Flow (vph) 60 264 100 205 323 129 128 955 185 295 1030 97
Turn Type pm+pt Free pm+pt Free Prot Free Prot Free
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 Free 8 Free Free Free
Total Split (s) 9.5 21.5 0.0 11.0 23.0 0.0 14.0 33.5 0.0 14.0 33.5 0.0
Act Effct Green (s) 17.6 12.1 71.1 21.8 17.9 71.1 9.5 25.9 71.1 9.9 29.1 71.1
Actuated g/C Ratio 0.23 0.17 1.00 0.31 0.25 1.00 0.13 0.36 1.00 0.14 0.41 1.00
v/c Ratio 0.21 0.44 0.06 0.55 0.36 0.08 0.56 0.74 0.12 0.62 0.71 0.06
Uniform Delay, d1 17.1 26.2 0.0 18.3 23.8 0.0 32.0 20.6 0.0 30.7 19.5 0.0
Control Delay 20.4 28.4 0.1 26.3 25.5 0.1 39.6 22.7 0.2 36.2 22.0 0.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.4 28.4 0.1 26.3 25.5 0.1 39.6 22.7 0.2 36.2 22.0 0.1
LOS C C A C C A D C A D C A
Approach Delay 20.6 20.7 21.1 23.5
Approach LOS C C C C
Queue Length 50th (ft) 20 58 0 73 71 0 56 187 0 67 208 0
Queue Length 95th (ft) 45 93 0 128 109 0 #115 272 0 111 301 0
Internal Link Dist (ft) 1469 323 3217 860
Turn Bay Length (ft) 275 150 275
Base Capacity (vph) 290 815 1583 370 968 1583 240 1404 1583 487 1474 1583
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.21 0.32 0.06 0.55 0.33 0.08 0.53 0.68 0.12 0.61 0.70 0.06
Intersection Summary
Cycle Length: 80
Actuated Cycle Length: 71.1
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 21.9 Intersection LOS: C
Intersection Capacity Utilization 63.3% ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
September 2012 Synchro Report
SM ROCHA, LLC
Appendix C - Capacity Worksheets - Page 8

Timings Total Traffic Volumes
1: Coal Mine Avenue & Kipling Parkway
PM Peak Hour
Splits and Phases: 1: Coal Mine Avenue & Kipling Parkway
September 2012 Synchro Report
SM ROCHA, LLC
Appendix C - Capacity Worksheets - Page 9

HCM Unsignalized Intersection Capacity Analysis Total Traffic Volumes
2: Coal Mine Avenue & Street A
PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 72 600 12 2 518 87 9 0 1 86 3 78
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 (vph) 78 652 13 2 563 95 10 0 1 93 3 85
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 2
Median type None None
Median storage veh)
Upstream signal (ft) 403
pX, platoon unblocked 0.97 0.97 0.97 0.97 0.97 0.97
vC, conflicting volume 658 665 1096 1471 326 1051 1389 282
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 658 622 1067 1454 272 1020 1369 282
tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9
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 % 92 100 93 100 100 46 97 88
cM capacity (veh/h) 926 925 138 114 703 172 129 716
Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 NB 1 SB 1 SB 2
Volume Total 78 326 326 13 2 282 282 95 11 93 88
Volume Left 78 0 0 0 2 0 0 0 10 93 0
Volume Right 0 0 0 13 0 0 0 95 1 0 85
cSH 926 1700 1700 1700 925 1700 1700 1700 150 172 743
Volume to Capacity 0.08 0.19 0.19 0.01 0.00 0.17 0.17 0.06 0.07 0.54 0.12
Queue Length (ft) 7 0 0 0 0 0 0 0 6 69 10
Control Delay (s) 9.2 0.0 0.0 0.0 8.9 0.0 0.0 0.0 30.9 48.3 11.6
Lane LOS A A D E B
Approach Delay (s) 1.0 0.0 30.9 30.5
Approach LOS D D
Intersection Summary
Average Delay 4.1
Intersection Capacity Utilization 37.1% ICU Level of Service A
Analysis Period (min) 15
September 2012 Synchro Report
SM ROCHA, LLC
Appendix C - Capacity Worksheets - Page 10