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City of Brandon
Planning & Building Safety Department
638 Princess Avenue
Brandon, MB
R7A 0P3
Site Design Analysis
1148-18th Street
Submitted by:
Burns Maendel Consulting Engineers Ltd.
1331 Princess Ave.
Brandon, MB R7A 0R4
Tel: 204.728.7364
Fax: 204.728.4418
On behalf of:
P.R. Hotels (Brandon) Ltd.
Holiday Inn, 101 Pacific Avenue
Saskatoon, SK S7K 1N8
Tel: 306.241.5079
Standard Limitations
This report was prepared by Burns Maendel Consulting Engineers Ltd. (BMCE) for the
account of the Client (P.R. Hotels Brandon Ltd.). The disclosure of any information contained
in this report is the sole responsibility of the Client. The material in this report reflects
BMCE’s best judgment in light of the information available to it at the time of preparation.
Should this report be used by a third party, any reliance or decisions made based on this
report are the responsibility of such third party. BMCE accepts no responsibility for
damages, if any, suffered by a third party as a result of decisions made or actions based on
this report. BMCE makes no representation concerning the legal significance of the findings
or the information contained within this report.
Table of Contents
1. Project Background ......................................................................................................... i
1.1. Site Design Analysis Requirements .......................................................................... i
1.2. Proposed Site ........................................................................................................... i
1.3. Zoning and Land Use ................................................................................................ i
2. Neighborhood Impact .................................................................................................... ii
2.1. Adjacent Compatibility ........................................................................................... ii
2.2. Natural Environment ............................................................................................... ii
2.3. Safety and General Welfare ..................................................................................... ii
2.4. Views and Vistas ..................................................................................................... ii
3. Site Design .................................................................................................................... iv
3.1. Site Access ............................................................................................................. iv
3.2. Onsite Parking ....................................................................................................... iv
3.3. Loading Spaces / Overflow Parking ........................................................................ v
4. Urban Infrastructure Impact .......................................................................................... vi
4.1. Water Distribution .................................................................................................. vi
4.2. Wastewater ............................................................................................................ vi
4.3. Stormwater Management ...................................................................................... vii
4.4. Transportation ....................................................................................................... vii
- i -
1. Project Background
Burns Maendel Consulting Engineers Ltd. (BMCE) was retained by P.R. Hotels (Brandon)
Ltd. to complete the SDA for the property located at1148-18th Street in Brandon. The site is
legally described as Lots 11-16 & Lots 38-42, Block 3, Plan 202, BLTO (EXC NLY 10 FT LOT
11).
1.1. Site Design Analysis Requirements
The Brandon and Area Planning District (BAPD) Development Plan (DP) specifies that
buildings exceeding 4,645 sq. m of gross floor space require a detailed site design
analysis (SDA) be completed for the proposed development (as part of the approval
process).
Policy 16.2.3 of the DP specifies a list of criteria that should be addressed as part of the
report; we also referenced Zoning By-law No. 7124, Section 48 Planned Unit
Developments (PUD), which provides additional information required for PUD SDA
submissions. The City of Brandon (COB) also provided a supplementary list of
requirements to include with the submission.
1.2. Proposed Site
The proposed development will be located at the former Western Motel site and will
consist of a 6-storey hotel with 116 guest rooms. Access to the site will be off of 19th
Street and parking will be at grade. Since this is a proposed PUD, alternative standards
have been tabulated on the attached site plan, C1.1 in Appendix A.
A preliminary building elevation has been included in Appendix A. We note that this
plan is for conceptual purposes only and may not completely represent the final building
design.
1.3. Zoning and Land Use
The subject site is zoned Commercial Arterial Zone (CAR) and is surrounded by CAR
zoned properties. Directly south of the site, across Aagaard Avenue there are two
restaurants, a credit union and a fitness facility. There is a physiotherapist’s office to the
north, a retail strip mall to the east, an eyeglass provider to the south and a socializing
establishment to the west.
Also to the west is a Residential Moderate Density Zone (RMD) which contains 3-storey
apartment buildings. The RMD sites to the northwest and southwest of the site contain 2-
storey and 3-storey apartment buildings.
On the east side of 18th Street the property is zoned Parks and Recreation (PR); it is a
special development site where the Keystone Centre is located.
- ii -
2. Neighborhood Impact
The proposed development is located within a major retail corridor along 18th Street. This
is a six lane divided arterial that connects PTH No 1 from the north to PTH No 10 to the south.
A development of this nature, in this location, needs to give careful consideration to the
general nature of the surrounding area so as not to negatively impact adjacent land uses.
The following sections expand on compatibility, natural environment and the effects this
development may have on the neighbourhood.
2.1. Adjacent Compatibility
This development is ideally suited for this location due to the close proximity to the
Keystone Centre (KC) – a major sporting and agricultural events centre that attracts
thousands of people to the city year round. The KC site also contains an 11-storey hotel
located across the street (northeast) from the proposed 6-storey hotel.
The CAR zone permits a hotel and motel use as per Table 11: Commercial Use Table.
The site is surrounded by CAR zoned sites which complement the use.
2.2. Natural Environment
The effect that this development will have on the natural environment is minimal. The
area is already heavily developed with buildings, concrete and asphalt; therefore there
will be no increase in surface run-off from this site.
Impacts to existing vegetation and soil erosions are not anticipated due to the dense
retail location. Boulevard trees will be planted along the west and south site lines.
2.3. Safety and General Welfare
This development and its proposed activities will not hinder the safety or general
welfare of people living or working in the surrounding area.
2.4. Views and Vistas
The impact this building will have on adjacent structures has been considered. We have
analyzed the potential negative impact the shadowing of the six storey building could
have on the neighboring buildings. The shadowing effects were analyzed during both
the summer and winter solstice.
Based on this analysis, the singly storey structure directly north of the proposed hotel
saw the most shadowing effect during the winter solstice, being under shadow from
approximately 10:30am until 2:30pm.
- iii -
Figure 1: Winter Solstice (12:00pm)
Shadowing effects were minimal during the summer solstice. The buildings to the west
only saw shadowing prior to 7:00am. The building to the southeast is shadowed after
6:00pm.
Figure 2: Summer Solstice (7:00am)
- iv -
3. Site Design
Due to the close proximity to the Keystone Centre (KC), we anticipate that a large portion of
the guests staying at this hotel will also be KC patrons. We anticipate that some of these
guests may opt to walk from the hotel to the KC venue; therefore we have provided
adequate pedestrian connectivity within the site, across the public lane and through the
parking lot to 18th Street.
In order to preserve the accessibility of the existing back lane, a loading area has been
provided to ensure that the back lane is not blocked by vehicles. A bench will be provided
at the rear loading area to accommodate waiting guests and to provide a meeting place for
pedestrians.
Additional loading spaces have been provided at the main entrance to improve guest
unloading.
3.1. Site Access
Access from 18th Street has been eliminated to reduce traffic through the back lane.
Eliminating the 18th Street access also directs traffic to the building frontage on 19th
Street. To ensure efficient traffic flow, we will provide an entrance sign at the south
access off of 19th Street. This signage will encourage traffic to enter the site from the
south and to flow through the site to the north.
3.2. Onsite Parking
This PUD proposes 0.9 parking spaces per guest room (without the use of the overflow
parking; see section 3.3). This is a reduction from the 1:1 ratio provided in the zoning
by-law (Table 4). We are requesting this reduction not only due to site constraints, but
also because this type of hotel does not warrant a 1:1 ratio for parking. The zoning by-
law is created using simplified ratios to plan for the average condition, but the average
condition can create instances where many spaces are not used. By knowing how the
business operates we can accurately plan for a more appropriate number of parking
spaces.
The following asks and answers some questions required when considering parking
requirements for a hotel at this specific location.
How will guests be arriving at the hotel? As stated previously, the proximity to
the Keystone Centre (KC) means that many of the guests who stay at this hotel will
be attending events that are hosted at the KC.
The nature of events that take place in the KC will attract numerous guests who
travel in groups. These groups often travel in busses or carpool together.
Experience has also shown that guests attending the KC often travel with large
trucks and trailers that will be parked on the KC site for the duration of their stay.
Other events, for example the Association of Manitoba Municipalities convention
will result in multiple guests from an area arriving in one vehicle, but requiring
- v -
more than one room. These types of sceneries mean that there will likely never
be a time when every guest at the hotel will each require a parking space.
What type of service hotel is being proposed? This is limited service hotel that
does not have a restaurant or lounge. Hotels with restaurants and lounges require
additional parking spaces because customers other than guests will be accessing
the hotel; therefore additional parking will not be required to accommodate non
guest parking.
Will there be meeting rooms? We are planning to include meeting rooms.
These meeting rooms will be rented out during the day and use the same parking
spaces that guests use at night; therefore additional parking spaces for meeting
room guests are not required for this hotel.
What about employee parking? At most there will be two night staff between
the hours of 7:00 pm and 7:00 am when the parking demand is at the highest. The
day staff shift is scheduled between 8:00 am and 5:00 pm; we anticipate
approximately 12 daytime staff on average. Daytime staff will use the same
parking spaces that guests use at night; therefore additional parking spaces for
daytime staff are not required.
Our client is confident that we have designed a site with the appropriate number of parking
spaces required for this specific hotel use. It would be disadvantageous to the business to
provide an inadequate amount of parking spaces if we knew we needed more.
Furthermore, having a reputation for inadequate parking would be detrimental to the
company image. Alternatively we could tighten the site to gain a few more spaces by
reducing some of the landscape islands; however this would be at a detriment to proper site
design when, in our opinion, the additional parking spaces are not required.
3.3. Loading Spaces / Overflow Parking
In order to alleviate planning concerns with respect to adequate parking, we are
proposing to include overflow parking in the loading spaces along the front of the
building (that would be available for overnight parking if and when required). These
spaces would be labeled as a loading area and only when parking is at capacity would
employees direct visitors to park in this area overnight.
This scenario would provide an additional 10 spaces during peak events and bring the
ratio up to 0.98 parking spaces per room. While this scenario temporarily reduces the
two-way aisle width to 5.8m (2.9m per direction), we are of the opinion that these spaces
would rarely be required for overnight parking; therefore the width reduction would not
be detrimental to traffic flow. Given the fact that guests do not all arrive and depart at
the same time, having a reduced aisle width on rare occasions during the night should
not be a concern.
- vi -
4. Urban Infrastructure Impact
The following sections provide the information on the impact this development will have on
the urban infrastructure including water distribution, wastewater, stormwater management
and transportation.
4.1. Water Distribution
The potable water demand anticipated for the proposed hotel have been calculated
based on an assumed unit design demand of 300 L/room/day, which was a typical value
provided in several literature sources. The following table provides a summary of the
average and peak water demands.
Table 1: Water Demands
Parameter Quantity Comments
Rooms 116
Loading per Room 300 L / room / day Value based on a review of literature
Average Daily Flow 34,800 L / day Based upon total rooms
Max Hour Peaking Factor 4.20 Harmon Peaking Factor
Peak Hourly Flow 101.5 L / min
The proposed service is anticipated to be a 150mm due to the requirements for fire flows
and sprinkler systems. The potable water service connection will be from the 150mm
water main on 19th Street.
4.2. Wastewater
The wastewater flows generated by the proposed hotel have been calculated based on
an assumed unit design demand of 300 L/room/day, which was a typical value provided
in several literature sources. The following table provides a summary of the average and
peak wastewater loading.
Table 2: Wastewater Loading
Parameter Quantity Comments
Rooms 116
Loading per Room 300 L / room / day Value based on a review of literature.
Average Daily Flow 34,800 L / day Based upon total rooms
Max Hour Peaking Factor 4.20 Harmon Peaking Factor
Peak Hourly Flow 101.5 L / min
Extraneous Flow Rate 23,000 L / ha / day Value based on a review of literature.
Site Area 0.52 ha
Extraneous Flows 8.3 L / min
Peak Hourly Plus
Extraneous Flows 109.8 L/min
- vii -
The proposed service is anticipated to be a 150mm but will need to be confirmed during
the final design of the building wastewater system. The domestic sewer service
connection will be off of the 200mm sewer main on 19th Street.
4.3. Stormwater Management
The majority of the site is currently hard surfaced or contains buildings as does the new
proposed site layout; therefore post-development flows will be similar to pre-
development flows in this scenario. We do not anticipate requiring any on site
stormwater management; however it may be possible to reduce stormwater flows in
some areas of the site.
Existing drainage patterns are such that each parcel currently has split lot drainage to
the east and west; the public lane conveys water overland to the south and then west to
the Aaggard Ave and 19th Street intersection.
The east parcel containing the parking lot will need to maintain similar drainage patterns
as there is no stormwater infrastructure available in the vicinity along 18th Street. The
west parcel containing the hotel will also maintain existing patterns, but it may be
possible to reduce runoff rates by controlling discharge from the south parking lot. We
propose to investigate options during final design to ascertain if tying into the Aaggard
Ave and 19th Street storm sewer infrastructure is feasible. This will allow us to provide
onsite storage that will improve existing drainage conditions.
4.4. Transportation
A Traffic Impact Study was completed by WSP Canada Inc. The study has been included
in Appendix B.
Appendix A – Drawings
Conceptual Building Elevation (View from 19th Street)
(Note: This is an artist rendering of the proposed hotel. Rendering is for visualization purposes only and may not represent the final design and construction.)
38.7m
96.1m
38
.7
m
38
.7
m
38.8m
38.7m
96.1m
38
.7
m
38
.7
m
38.8m
38
.7
m
38
.7
m
38
.7
m
38
.7
m
38
.7
m
38
.7
m
38
.7
m
38
.7
m
38
.7
m
38
.7
m
38
.7
m
38
.7
m3
8.7
m
96.1m
38.8m
38
.7
m3
8.7
m
38
.7
m3
8.7
m
38.7m
96.1m
38
.7
m
38
.7
m
38.8m
38.7m
96.1m
38
.7
m3
8.7
m
38
.7
m
38
.7
m
38
.7
m3
8.7
m
38
.7
m
38
.7
m
38.2m
38
.7
m
6.1 6.1 6.1
2.7 (TYP U/N)
1
10
1314
20
21 28 29 30 33
34
37
39
40
50
51
DROP OFF / PICK UP
52
60
64
6.1 6.16.16.16.16.1
65
70
75
76
80
87
90
99
6.1 6.1
2.5
1.5
2.5
PROPOSED LANDSCAPE FEATURE ON
CITY OF BRANDON BOULEVARD
(ENCROACHMENT AGREEMENT REQUIRED)
PROPOSED
6-STOREY
HOTEL
116 ROOMS
±1,114 m²
PROPOSED
CANOPY
6.1
1.2 SIDEWALK
0.3
REFUSE BINS WITH
OPAQUE ENCLOSURE
1.5m WIDE
LANDSCAPED
ISLAND
BENCH
2.5m WIDE
LANDSCAPED
ISLAND
BOULEVARD TREE (TYP)
LANDSCAPING
NINETEENTH STREET
EIGHTEENTH STREET
AA
GA
AR
D A
VE
NU
E
12
.1
1.5
6.1
20.1
20.1
8.0
RAISED PEDESTRIAN
CROSSING
1.2
PEDESTRIAN
CONNECTION
7.6
FREESTANDING
IDENTIFICATION SIGN
6.1
LOADING AREA / OVERFLOW
PARKING ZONE (10 SPACES)
1.5
2.1
5.8
8.0
1.5
1.21.2
86
6.1
6.7 (TYP)
0.9m HIGH ARCHITECTURAL
FEATURE WALL
6.1
6.1
2.5
1.5
1.5
19.0m
56.0m
19.0m
56.0m
6.1
8.1
10
.6
16.0m
16.0m
2.4
2.3
ENTRANCE SIGN
RAISED PEDESTRIAN
CROSSING
LOADING ZONE
N
A MAY 8, 2017 DAB CR ISSUED FOR CLIENT REVIEW AND COMMENT
REVISIONS
DRAWING NO:
PLOT SIZE:
PROJECT NUMBER:
SCALE:
PROJECT START DATE:
DESIGNED BY:
DRAWING TITLE:PROJECT NAME:
BURNS MAENDELCONSULTING ENGINEERS LTD.
DRAWN BY:
Tel: (204) 728-7364Fax: (204) 728-4418
1331 Princess Ave.Brandon, ManitobaR7A 0R4
REVIEWED BY:
NO: DATE APP. BY DESCRIPTION
PROPOSED HOTEL DEVELOPMENT
1148-18th ST
BRANDON, MB
PROPOSED SITE PLAN
BMCE-17-081C1.1
CR DAB
CR
MAY 5, 2017
A1 (594x841)
1:250
PROPOSED 6-STOREY HOTEL IN COMMERCIAL ARTERIAL ZONE
(AS PER ZONING BY-LAW NO 7136)
SITING REQUIREMENT MINIMUM PROVIDED
SITE AREA 372 m²5,200 m²
SITE WIDTH 12.1 m 96.1 m
FRONT YARD 12.1 m
SEE ALTERNATIVE
STANDARDS TABLE
SIDE YARD CORNER 3.0 m 12.1 m
SIDE YARD INTERIOR 1.5 m 12.1 m
REAR YARD LANE 6.0 m 6.1 m
SITING REQUIREMENT MAXIMUM PROVIDED
BUILDING HEIGHT 11.0 m 23.5 m
STOREYS 2.5 STOREYS 6 STOREYS
NOTES:
1) ALL DISTANCES ARE IN METRES AND DECIMALS THEREOF.
2) THE PROPERTY IS LEGALLY DESCRIBED AS LOTS 11-16 & LOTS 38-42,
BLOCK 3, PLAN 202, BLTO (EXC NLY 10 FT LOT 11).
3) A TOTAL OF 104 PARKING SPACES HAVE BEEN PROVIDED (99
STANDARD PARKING STALLS AND 5 ACCESSIBLE PARKING STALLS).
TEN (10) PASSENGER VEHICLE LOADING SPACES HAVE ALSO BEEN
PROVIDED.
ALTERNATIVE STANDARDS
PROVISION CURRENT STANDARD PROPOSED STANDARD
SECTIONS (TABLES)
AFFECTED
MINIMUM FRONT
YARD
12.1 m
0 m (FOR CANOPY) 8.1 m (FOR
EXTERIOR STOREFRONT) 10.6 m
(TO 16.0m WIDE BUMP OUT).
PART 3, DIVISION 2
COMMERCIAL (TABLE 12)
REQUIRED PARKING
ONE (1) PARKING SPACE FOR
EVERY UNIT
0.9 PARKING SPACES FOR EVERY
UNIT (WITHOUT OVERFLOW
SPACES)
PART 2, DIVISION 3
PARKING (TABLE 4)
LOADING SPACES
AND OVERFLOW
PARKING
NONE
10 LOADING SPACES HAVE BEEN
PROVIDED (THESE SPACES WILL
BE CONVERTED TO OVERFLOW
PARKING SPACES WHEN
REQUIRED TO ACHIEVE 0.98
SPACES FOR EVERY UNIT)
PART 2, DIVISION 3
PARKING (TABLE 4)
MINIMUM PARKING
AND LOADING AREA
REQUIREMENTS
PARKING SPACES SHALL BE
2.7m WIDE BY 6.1m LONG;
LOADING SPACES SHALL BE
3.7m WIDE BY 7.5m LONG;
MINIMUM AISLE WIDTH SHALL BE
6.1m WIDE.
10 LOADING SPACES HAVE BEEN
PROVIDED. (THREE SPACES ARE
2.5m WIDE BY 6.7m LONG; SEVEN
SPACES ARE 2.1m WIDE BY 6.7m
LONG). WHEN THE WESTERLY
SPACES ARE IN USE THE AISLE IS
REDUCED TO 5.8m WIDE.
PART 2, DIVISION 3
PARKING SECTION 27
(TABLE 6)
BUILDING FACADE
PLANTINGS
1.5m WIDE PERENNIAL AND/OR
SHRUB PLANTINGS SCREENING
BUILDING FOUNDATION
ELIMINATE SIDE YARD FACADE
PLANTINGS AND PROVIDE A
LANDSCAPE FEATURE ON FRONT
FACING BOULEVARD (REQUIRES
ENCROACHMENT AGREEMENT
WITH THE CITY OF BRANDON)
URBAN AND LANDSCAPE
DESIGN STANDARDS
PARKING LOT
LANDSCAPING
STREET FACING SITE LINES TO
BE SEPARATED FROM ANY
STREET-FACING SITE LINE BY A
LANDSCAPED AREA WITH A
MINIMUM WIDTH OF 1.5m.
INSTALL AN ARCHITECTURAL
FEATURE WALL (APROX 0.9m
HIGH) ALONG THE 18th STREET
FRONTAGE. BOULEVARD TREES
REPLACE LANDSCAPING ON THE
SOUTH AND WEST SIDES.
URBAN AND LANDSCAPE
DESIGN STANDARDS
B AUG 2, 2017 DAB CR ISSUED FOR CLIENT REVIEW AND COMMENT
C SEPT 8, 2017 DAB CR ISSUED WITH SITE DESIGN ANALYSIS
Appendix B – Traffic Impact Study
BURNS MAENDEL CONSULTING ENGINEERS LTD.
TRAFFIC IMPACT STUDY PORPOSED HOTEL - 1148 18TH STREET - BRANDON, MANITOBA
SEPTEMBER 7, 2017
FOR CITY REVIEW
TRAFFIC IMPACT STUDY PORPOSED HOTEL - 1148 18TH STREET - BRANDON, MANITOBA BURNS MAENDEL CONSULTING ENGINEERS LTD. TYPE OF DOCUMENT (VERSION) FOR CITY REVIEW PROJECT NO.: 171-XXXXX-00 DATE: SEPTEMBER 2017
WSP 111-93 LOMBARD AVENUE WINNIPEG, MB, CANADA R3B 3B1 TEL.: +1 204 943-4948 WSP.COM
111-93 LOMBARD AVENUE WINNIPEG, MB, CANADA R3B 3B1 Tel.: +1 204 943-4948 wsp.com
September 7, 2017
FOR CITY REVIEW
BURNS MAENDEL CONSULTING ENGINEERS LTD. 1331 Princess Ave. Brandon, Manitoba R7A 0R4
Attention: Daniel Burns, P.Eng. - Senior Engineer
Subject: Traffic Impact Study for Client Review Client ref.: BMCE-17-081
Please submit to City of Brandon to review the following document and provide any feedback.
Sincerely,
Maury Steindel, M.Eng, P.Eng Project Engineer
MBS/xx Encl. cc: WSP ref.: 171-XXXXX-00
Q U A L I T Y M A N A G E M E N T
ISSUE/REVISION FIRST ISSUE REVISION 1 REVISION 2 REVISION 3
Remarks
Date
Prepared by
Signature
Checked by
Signature
Authorised by
Signature
Project number
Report number
File reference
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00 BURNS MAENDEL CONSULTING ENGINEERS LTD.
WSP September 2017
Page iii
S I G N A T U R E S
PREPARED BY
Maury Steindel, M.Eng., P.Eng. Project engineer
REVIEWED BY
Scott Minty, M.Sc., P.Eng, Manager
This report was prepared by WSP for the account of BURNS MAENDEL CONSULTING ENGINEERS LTD., in accordance with the professional services agreement. The disclosure of any information contained in this report is the sole responsibility of the intended recipient. The material in it reflects WSP’s best judgement in light of the information available to it at the time of preparation. Any use which a third party makes of this report, or any reliance on or decisions to be made based on it, are the responsibility of such third parties. WSP accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this report. This limitations statement is considered part of this report.
The original of the technology-based document sent herewith has been authenticated and will be retained by WSP for a minimum of ten years. Since the file transmitted is now out of WSP’s control and its integrity can no longer be ensured, no guarantee may be given with regards to any modifications made to this document.
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00 BURNS MAENDEL CONSULTING ENGINEERS LTD.
WSP September 2017
Page v
P R O D U C T I O N T E A M
CLIENT
Senior Engineer
BURNS MAENDEL CONSULTING ENGINEERS LTD.
Daniel Burns, P.Eng
WSP
Project Engineer Maury Steindel, M.Eng., P.Eng.
Manager Scott Minty, M.Sc., P.Eng.
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00 BURNS MAENDEL CONSULTING ENGINEERS LTD.
WSP September 2017
Page vii
TABLE OF CONTENTS
1 INTRODUCTION .................................................................... 1
1.1 Study Purpose And Objective ......................................................... 1
1.2 Site Location .................................................................................. 1
1.3 Description Of The Proposed Development ................................... 2
1.4 Site Location .................................................................................. 2
2 EXISTING CONDITIONS ..................................................... 3
2.1 Land Use ......................................................................................... 3
2.2 Geometrics and Traffic Control ..................................................... 3
2.3 Background Traffic Volumes ......................................................... 3
3 PROJECTED DEVELOPMENT TRAFFIC .....................4
3.1 Trip Generation .............................................................................. 4
3.2 Trip Distribution and Assignment ................................................. 4
3.3 Development Staging ..................................................................... 4
4 POST DEVELOPMENT TRAFFIC ................................... 5
4.1 Buildout Year Traffic ..................................................................... 5
4.2 Total Post Development Traffic ..................................................... 6
5 TRAFFIC ANALYSIS ............................................................. 7
5.1 Analysis Assumptions .................................................................... 7
5.2 Intersection Capacity Utilization and Level of Service ................. 7
6 CLOSING .................................................................................. 9
6.1 Conclusions .................................................................................... 9
6.2 Recommendations .......................................................................... 9
WSP September 2017 Page viii
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00
BURNS MAENDEL CONSULTING ENGINEERS LTD.
TABLES TABLE 2.1 OBSERVED PEAK TRAFFIC – 2017 VOLUMES ........................... 3 TABLE 3.1 SITE GENERATED TRAFFIC VOLUMES ....................................... 4 TABLE 4.1 ESTIMATED BACKGROUND TRAFFIC (2018) ............................. 5 TABLE 4.2 ESTIMATED DEVELOPMENT TRAFFIC ....................................... 5 TABLE 4.3 ESTIMATED COMBINED TRAFFIC (2019) ................................... 6 TABLE 5.1 LEVEL OF SERVICE, INTERSECTION CAPACITY
UTILIZATION, AND DELAY – PEAK HOURS .............................. 7
FIGURES FIGURE 1.1 SITE LOCATION ............................................................................. 1 FIGURE 1.2 STUDY AREA .................................................................................. 2
APPENDICES
A PROPOSED SITE PLAN
B TURNING MOVEMENT TRAFFIC DATA
C SITE GENERATED TRAFFIC CALCULATIONS
D TRAFFIC MODEL INPUT VOLUMES
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00 BURNS MAENDEL CONSULTING ENGINEERS LTD.
WSP September 2017
Page 1
1 INTRODUCTION
1.1 STUDY PURPOSE AND OBJECTIVE The purpose of this Traffic Impact Study (TIS) is to estimate the impacts of the proposed 116 room hotel on the adjacent roadway network; and identify any upgrades, if required.
1.2 SITE LOCATION The proposed development site, shown in Figure 1.1, is located 1148 - 18th Street in Brandon, Manitoba. The site is bounded by Aagaard Avenue to the South, 19th Street to the West, and commercial lots to the North.
Figure 1.1 Site Location
WSP September 2017 Page 2
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00
BURNS MAENDEL CONSULTING ENGINEERS LTD.
1.3 DESCRIPTION OF THE PROPOSED DEVELOPMENT The proposed development is a 116 room hotel. There is a proposed access to the site on 19th Street, and a secondary access from the lane between 18th Street and 19th Street. The development is scheduled to begin in 2018, and it is assumed to be completed by spring 2019.
The proposed site plan drawings are shown in Appendix - A
1.4 SITE LOCATION The area selected for study includes the following intersections, shown in Figure 1.2:
18th Street & Brandon Avenue,
18th Street & Aagaard Avenue,
19th Street & Brandon Avenue, and
19th Street & Aagaard Avenue
Figure 1.2 Study Area
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00 BURNS MAENDEL CONSULTING ENGINEERS LTD.
WSP September 2017
Page 3
2 EXISTING CONDITIONS
2.1 LAND USE The existing land use surrounding the proposed hotel is commercial and multifamily residential lots to the west.
2.2 GEOMETRICS AND TRAFFIC CONTROL 18th Street at Brandon Avenue is a 4-lane divided arterial with left turn lanes and a posted speed limit of 60 km/h. Brandon Avenue is a 2-lane undivided local with a speed limit of 50 km/h. The intersection with 18th Street is signalized with no dedicated turning phases. All other intersections are stop controlled on the minor street. 19th Street and Aagaard Avenue are 2-lane undivided locals with a speed limit of 50 km/h.
2.3 BACKGROUND TRAFFIC VOLUMES Traffic volumes were counted by WSP in July and August 2017 during the AM and PM Peak hours. Analysis of the peak hour turning movements was used to determine the volume of existing background traffic. A growth rate of 2.5% was applied to compute volumes beyond 2017. A summary of the data collected at the study intersections are shown in Table 2.1.
Table 2.1 Observed Peak Traffic – 2017 volumes
INTERSECTION NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM
18th & Brandon 20 480 4 24 364 44 180 20 24 16 4 1
18th & Aagaard 8 480 0 0 364 4 1 0 1 0 0 0
19th & Brandon 4 1 16 4 1 1 12 204 8 1 80 1
19th & Aagaard 4 4 1 1 4 1 16 1 4 4 4 1
PM
18th & Brandon 32 764 1 8 1032 224 180 4 80 4 4 1
18th & Aagaard 56 972 0 0 1108 24 8 0 36 0 0 0
19th & Brandon 8 12 24 12 1 12 12 204 1 24 184 4
19th & Aagaard 8 20 1 1 12 4 1 20 4 12 16 32
All traffic data is shown in Appendix - B.
WSP September 2017 Page 4
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00
BURNS MAENDEL CONSULTING ENGINEERS LTD.
3 PROJECTED DEVELOPMENT TRAFFIC
3.1 TRIP GENERATION The site generated traffic volume was determined using formulae defined in the ITE Manual: Trip Generation (7th Ed.) with Land Use #310 Hotel (116 rooms). The site generated traffic, upon full buildout is show in Table 3.1. Should the proposed development change, the results of this study should be re-evaluated.
Table 3.1 Site Generated Traffic Volumes
TIME PERIOD ENTERING EXITING
Weekday 333 veh/day 333 veh/day
AM Weekday - peak hr 35 veh/hr 29 veh/hr
PM Weekday - peak hr 38 veh/hr 27 veh/hr
Site generated traffic calculations are shown in Appendix - C.
3.2 TRIP DISTRIBUTION AND ASSIGNMENT Trip distribution for the development is based on existing traffic and travel demand characteristics. Using the existing traffic as a guide and the location of major employment areas, it was estimated that a largest proportion of trips will access the site from the North on 18th Street, with the remainder from the South on 18th Street. The assumed trip assignment for the development is as follows:
To/from the North on 18th Street: 70%
To/from the South on 18th Street: 30%
3.3 DEVELOPMENT STAGING The proposed subdivision will be constructed starting in 2018. For the purposes of this study, is assumed that the development will achieve full buildout in spring 2019.
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00 BURNS MAENDEL CONSULTING ENGINEERS LTD.
WSP September 2017
Page 5
4 POST DEVELOPMENT TRAFFIC
4.1 BUILDOUT YEAR TRAFFIC The estimated traffic at the study intersections from the proposed development at full buildout of 2019 is shown in Table 4.1 and Table 4.2. A 2.5%growth rate is applied to compute 2018 background volumes.
Table 4.1 Estimated Background Traffic (2018)
INTERSECTION NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM
18th & Brandon 21 492 5 25 374 46 185 21 25 17 5 5
18th & Aagaard 9 492 0 0 374 5 5 0 5 0 0 0
19th & Brandon 5 5 17 5 5 5 13 210 9 5 82 5
19th & Aagaard 5 5 5 5 5 5 17 5 5 5 5 5
PM
18th & Brandon 33 784 5 9 1058 230 185 5 82 5 5 5
18th & Aagaard 58 997 0 0 1136 25 9 0 37 0 0 0
19th & Brandon 9 13 25 13 5 13 13 210 5 25 189 5
19th & Aagaard 9 21 5 5 13 5 5 21 5 13 17 33
Table 4.2 Estimated Development Traffic
INTERSECTION NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM
18th & Brandon 11 0 0 0 13 13 20 0 4 0 0 0
18th & Aagaard 0 11 0 0 4 13 0 0 4 0 0 0
19th & Brandon 0 0 25 0 0 0 0 0 0 23 0 0
19th & Aagaard 0 0 0 4 0 0 0 0 0 0 0 13
PM
18th & Brandon 11 0 0 0 13 13 20 0 4 0 0 0
18th & Aagaard 0 11 0 0 4 13 0 0 4 0 0 0
19th & Brandon 0 0 24 0 0 0 0 0 0 25 0 0
19th & Aagaard 0 0 0 4 0 0 0 0 0 0 0 13
WSP September 2017 Page 6
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00
BURNS MAENDEL CONSULTING ENGINEERS LTD.
4.2 TOTAL POST DEVELOPMENT TRAFFIC The combined traffic at full buildout 2019 is shown in Table 4.3
Table 4.3 Estimated Combined Traffic (2019)
INTERSECTION NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM
18th & Brandon 32 492 5 25 387 59 205 21 29 17 5 5
18th & Aagaard 9 503 0 0 378 18 5 0 6 0 0 0
19th & Brandon 5 5 42 5 5 5 13 210 9 25 82 5
19th & Aagaard 5 5 5 6 5 5 17 5 5 5 5 15
PM
18th & Brandon 44 784 5 9 1071 243 205 5 86 5 5 5
18th & Aagaard 58 1008 0 0 1140 38 9 0 41 0 0 0
19th & Brandon 9 13 49 13 5 13 13 210 5 50 189 5
19th & Aagaard 9 21 5 6 13 5 5 21 5 13 17 46
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00 BURNS MAENDEL CONSULTING ENGINEERS LTD.
WSP September 2017
Page 7
5 TRAFFIC ANALYSIS
5.1 ANALYSIS ASSUMPTIONS As part of the traffic capacity analysis and determination of the effects of the development, the following assumptions were made with respect to specific analysis criteria, including:
The 85th percentile speed on all roadways in the study area are equal to the posted speed limit; Commercial truck volumes are 2% of total traffic during peak hours; Traffic signal timing is coordinated and optimized; Minimum turning movement volumes of five (5) vehicles per hour; Background traffic growth rate of 2.5%.
5.2 INTERSECTION CAPACITY UTILIZATION AND LEVEL OF SERVICE
The AM and PM peak was modelled using Synchro software to determine the impact of site generated traffic and background traffic on the adjacent roads and intersections. PM Peak is generally the governing peak due to its higher hourly volumes and more concentrated time of day distribution. These characteristic are also present in the observed traffic in the study area. Scenarios were modelled for background traffic in 2019, and for both background and combined in 2019– full buildout. The results showing Level of Service (LOS), Intersection Capacity Utilization (ICU), and average Delay (in seconds/vehicle) are given in Table 5.1 .
Table 5.1 Level of Service, Intersection Capacity Utilization, and Delay – Peak Hours
Intersection Traffic Type
2019 - Full Buildout (100%)
AM Peak PM Peak
LOS ICU Delay Max V/C LOS ICU Delay Max V/C
18th & Brandon Background B 44% 10.2 0.41 B 61% 11.8 0.72
Combined B 46% 10.3 0.45 B 63% 12.7 0.75
18th & Aagaard Background A 24% 0.2 0.16 A 49% 0.7 0.48
Combined A 24% 0.2 0.16 A 49% 0.7 0.49
19th & Brandon Background A 26% 1.6 0.04 A 29% 2.4 0.09
Combined A 24% 2.5 0.08 A 39% 3.2 0.13
19th & Aagaard Background A 13% 6.0 0.02 A 15% 4.5 0.05
Combined A 14% 5.3 0.02 A 16% 4.2 0.05
WSP September 2017 Page 8
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00
BURNS MAENDEL CONSULTING ENGINEERS LTD.
The analysis shows there is sufficient capacity at all intersection in the study area can accommodate existing and development traffic at full buildout in 2019. The turning movement data used as input for the model and results for all study intersection are shown in Appendix - D.
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00 BURNS MAENDEL CONSULTING ENGINEERS LTD.
WSP September 2017
Page 9
6 CLOSING
6.1 CONCLUSIONS The analysis shows there is sufficient capacity at all intersections in the study area to accommodate existing and development traffic at full buildout in 2019.
6.2 RECOMMENDATIONS Based on the above conclusions it is recommended that no upgrades are required at any intersections in the study area due to the proposed development.
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00 BURNS MAENDEL CONSULTING ENGINEERS LTD.
WSP September 2017
Page C
A PROPOSED SITE PLAN
WSP September 2017 Page D
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00
BURNS MAENDEL CONSULTING ENGINEERS LTD.
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38.7m
96.1m
38.7m
38.7m
38.8m
38.7m
96.1m
38.7m
38.7m
38.8m
38.7m
38.7m
38.7m
38.7m
38.7m
38.7m
38.7m
38.7m
38.7m
38.7m
38.7m
38.7m
38.7m
96.1m
38.8m
38.7m
38.7m
38.7m
38.7m
38.7m
96.1m
38.7m
38.7m
38.8m
38.7m
96.1m
38.7m
38.7m
38.7m
38.7m
38.7m
38.7m
38.7m
38.7m
38.2m
38.7m
6.1 6.1 6.1
2.7 (TYP U/N)
1
10
1314
20
21 28 29 30 33
34
37
39
40
50
51
DROP OFF / PICK UP
52
60
64
6.1 6.16.16.16.16.1
65
70
75
76
80
87
90
99
6.1 6.1
2.5
1.5
2.5
PROPOSED LANDSCAPE FEATURE ON
CITY OF BRANDON BOULEVARD
(ENCROACHMENT AGREEMENT REQUIRED)
PROPOSED
6-STOREY
HOTEL
116 ROOMS
PROPOSED
CANOPY
6.1
1.2 SIDEWALK
0.3
REFUSE BINS WITH
OPAQUE ENCLOSURE
1.5m WIDE
LANDSCAPED
ISLAND
BENCH
2.5m WIDE
LANDSCAPED
ISLAND
BOULEVARD TREE (TYP)
LANDSCAPING
NINETEENTH STREET
EIGHTEENTH STREET
AA
GA
AR
D A
VE
NU
E
12
.1
1.5
6.1
20.1
20.1
8.0
RAISED PEDESTRIAN
CROSSING
1.2
PEDESTRIAN
CONNECTION
7.6
FREESTANDING
IDENTIFICATION SIGN
6.1
LOADING AREA / OVERFLOW
PARKING ZONE (10 SPACES)
1.5
2.1
5.8
8.0
1.5
1.21.2
86
6.1
6.7 (TYP)
0.9m HIGH ARCHITECTURAL
FEATURE WALL
6.1
6.1
2.5
1.5
1.5
19.0m
56.0m
19.0m
56.0m
6.1
8.1
10
.6
16.0m
16.0m
2.4
2.3
N
P
R
E
L
IM
IN
A
R
Y
F
O
R
R
E
V
IE
W
A
N
D
C
O
M
M
E
N
T
O
N
L
Y
A MAY 8, 2017 DAB CR ISSUED FOR CLIENT REVIEW AND COMMENT
REVISIONS
DRAWING NO:
PLOT SIZE:
PROJECT NUMBER:
SCALE:
PROJECT START DATE:
DESIGNED BY:
DRAWING TITLE:PROJECT NAME:
BURNS MAENDELCONSULTING ENGINEERS LTD.
DRAWN BY:
Tel: (204) 728-7364Fax: (204) 728-4418
1331 Princess Ave.Brandon, ManitobaR7A 0R4
REVIEWED BY:
NO: DATE APP. BY DESCRIPTION
P.R. HOTELS
HOLIDAY INN EXPRESS
1148-18th ST, BRANDON, MB
PROPOSED SITE PLAN
BMCE-17-081C1.1
CR DAB
CR
MAY 5, 2017
A1 (594x841)
1:250
PROPOSED 6-STOREY HOTEL IN COMMERCIAL ARTERIAL ZONE
(AS PER ZONING BY-LAW NO 7136)
SITING REQUIREMENT MINIMUM PROVIDED
SITE AREA 372 m²5,200 m²
SITE WIDTH 12.1 m 96.1 m
FRONT YARD 12.1 m
SEE ALTERNATIVE
STANDARDS TABLE
SIDE YARD CORNER 3.0 m 12.1 m
SIDE YARD INTERIOR 1.5 m 12.1 m
REAR YARD LANE 6.0 m 7.6 m
SITING REQUIREMENT MAXIMUM PROVIDED
BUILDING HEIGHT 11.0 m 23.5 m
STOREYS 2.5 STOREYS 6 STOREYS
NOTES:
1) ALL DISTANCES ARE IN METRES AND DECIMALS THEREOF.
2) THE PROPERTY IS LEGALLY DESCRIBED AS LOTS 11-16 & LOTS 38-42,
BLOCK 3, PLAN 202, BLTO (EXC NLY 10 FT LOT 11).
3) A TOTAL OF 104 PARKING SPACES HAVE BEEN PROVIDED (99
STANDARD PARKING STALLS AND 5 ACCESSIBLE PARKING STALLS).
TEN (10) PASSENGER VEHICLE LOADING SPACES HAVE ALSO BEEN
PROVIDED.
ALTERNATIVE STANDARDS
PROVISION CURRENT STANDARD PROPOSED STANDARD
SECTIONS (TABLES)
AFFECTED
MINIMUM FRONT
YARD
12.1 m
0 m (FOR CANOPY) 8.1 m (FOR
EXTERIOR STOREFRONT) 10.6 m
(TO BUMP OUT); THE MAIN
BUILDING CONFORMS.
PART 3, DIVISION 2
COMMERCIAL (TABLE 12)
MINIMUM REAR
YARD
7.6m
6.1 m (TO BUMP OUT); THE MAIN
BUILDING CONFORMS.
PART 3, DIVISION 2
COMMERCIAL (TABLE 12)
REQUIRED PARKING
ONE (1) PARKING SPACE FOR
EVERY UNIT
0.9 PARKING SPACES FOR EVERY
UNIT (WITHOUT OVERFLOW
SPACES)
PART 2, DIVISION 3
PARKING (TABLE 4)
LOADING SPACES NONE
10 LOADING SPACES HAVE BEEN
PROVIDED (THESE SPACES WILL
BE CONVERTED TO OVERFLOW
PARKING SPACES WHEN
REQUIRED TO ACHIEVE 0.98
SPACES FOR EVERY UNIT)
PART 2, DIVISION 3
PARKING (TABLE 4)
MINIMUM PARKING
AND LOADING AREA
REQUIREMENTS
PARKING SPACES SHALL BE
2.7m WIDE BY 6.1m LONG;
LOADING SPACES SHALL BE
3.7m WIDE BY 7.5m LONG;
MINIMUM AISLE WIDTH SHALL BE
6.1m WIDE.
10 LOADING SPACES HAVE BEEN
PROVIDED. (THREE SPACES ARE
2.5m WIDE BY 6.7m LONG; SEVEN
SPACES ARE 2.1m WIDE BY 6.7m
LONG). WHEN THE WESTERLY
SPACES ARE IN USE THE AISLE IS
REDUCED TO 5.8m WIDE.
PART 2, DIVISION 3
PARKING SECTION 27
(TABLE 6)
BUILDING FACADE
PLANTINGS
1.5m WIDE PERENNIAL AND/OR
SHRUB PLANTINGS SCREENING
BUILDING FOUNDATION
ELIMINATE SIDE YARD FACADE
PLANTINGS AND PROVIDE A
LANDSCAPE FEATURE ON FRONT
FACING BOULEVARD (REQUIRES
ENCROACHMENT AGREEMENT
WITH THE CITY OF BRANDON)
URBAN AND LANDSCAPE
DESIGN STANDARDS
PARKING LOT
LANDSCAPING
STREET FACING SITE LINES TO
BE SEPARATED FROM ANY
STREET-FACING SITE LINE BY A
LANDSCAPED AREA WITH A
MINIMUM WIDTH OF 1.5m.
INSTALL AN ARCHITECTURAL
FEATURE WALL (APROX 0.9m
HIGH) ALONG THE 18th STREET
FRONTAGE. BOULEVARD TREES
REPLACE LANDSCAPING ON THE
SOUTH AND WEST SIDES.
URBAN AND LANDSCAPE
DESIGN STANDARDS
B AUG 2, 2017 DAB CR ISSUED FOR CLIENT REVIEW AND COMMENT
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00 BURNS MAENDEL CONSULTING ENGINEERS LTD.
WSP September 2017
Page E
B TURNING MOVEMENT TRAFFIC DATA
WSP September 2017 Page F
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00
BURNS MAENDEL CONSULTING ENGINEERS LTD.
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U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right
7:15 0
7:30 0
7:45 0
8:00 0 2 120 0 0 0 91 1 0 0 0 0 0 0 0 0 214
8:15 0
8:30 0
8:45 0
9:00 0
15:15 0
15:30 0
15:45 0
16:00 0
16:15 0
16:30 0
16:45 0
17:00 0
17:15 0 14 243 0 0 0 277 6 0 2 0 9 0 0 0 0 551
17:30 0
17:45 0
18:00 0
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right
2 120 91 1 214
14 243 277 6 2 9 551
0.01
1.4%
98.6%
Notes: 15 min count
PM Peak Hour (between 15:00 and 18:00) is from:
AM
Pe
akP
M P
eak
Temperature
Counted By
Count Date
Ratio: E/W to N/S =
E/W =
N/S = °C
WSP
Tuesday, July 18, 2017
PM
No Data
°C
BM
Tuesday, August 22, 2017
Intersection Turning MovementWSP Manual Vehicle Count
AM
RainWeather
5:30 - 9:30
18:30 - 22:30
WESTBOUND ON
TOTAL 18th Street 18th Street Aagaard Ave Aagaard Ave
AM Peak Hour (between 7:00 and 9:00) is from:
TOTAL
PM
Peak
Time
Ending
NORTHBOUND ON SOUTHBOUND ON EASTBOUND ON
AM
Peak
18th Street 18th Street Aagaard AveNORTHBOUND ON SOUTHBOUND ON EASTBOUND ON WESTBOUND ON
Aagaard AveTime Ending
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right
7:15 0
7:30 0
7:45 0
8:00 0 5 120 1 0 6 91 11 0 45 5 6 0 4 1 0 295
8:15 0
8:30 0
8:45 0
9:00 0
15:15 0
15:30 0
15:45 0
16:00 0
16:15 0
16:30 0
16:45 0
17:00 0
17:15 0 8 191 0 0 2 258 56 0 45 1 20 0 1 1 0 583
17:30 0
17:45 0
18:00 0
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right
5 120 1 6 91 11 45 5 6 4 1 295
8 191 2 258 56 45 1 20 1 1 583
0.17
14.7%
85.3%
Notes:
TOTAL
PM
Peak
Time
Ending
NORTHBOUND ON SOUTHBOUND ON EASTBOUND ON
AM
Peak
18th Street 18th Street Brandon AveNORTHBOUND ON SOUTHBOUND ON EASTBOUND ON WESTBOUND ON
Brandon AveTime Ending
Intersection Turning MovementWSP Manual Vehicle Count
AM
RainWeather
5:30 - 9:30
18:30 - 22:30
WESTBOUND ON
TOTAL 18th Street 18th Street Brandon Ave Brandon Ave
AM Peak Hour (between 7:00 and 9:00) is from:
PM
Clear
°C
WSP
Wednesday, July 19, 2017Count Date
Ratio: E/W to N/S =
E/W =
N/S = °C
WSP
Tuesday, July 18, 2017
PM Peak Hour (between 15:00 and 18:00) is from:
AM
Pe
akP
M P
eak
Temperature
Counted By
15 min count
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right
7:15 0
7:30 0
7:45 0
8:00 0 1 1 0 0 0 1 0 0 4 0 1 0 1 1 0 10
8:15 0
8:30 0
8:45 0
9:00 0
15:15 0
15:30 0
15:45 0
16:00 0
16:15 0
16:30 0
16:45 0
17:00 0
17:15 0 2 5 0 0 0 3 1 0 0 5 1 0 3 4 8 32
17:30 0
17:45 0
18:00 0
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right
1 1 1 4 1 1 1 10
2 5 3 1 5 1 3 4 8 32
2.00
66.7%
33.3%
Notes: 15 min count
PM Peak Hour (between 15:00 and 18:00) is from:
AM
Pe
akP
M P
eak
Temperature
Counted By
Count Date
Ratio: E/W to N/S =
E/W =
N/S = °C
WSP
Tuesday, July 18, 2017
PM
Clear
°C
WSP
Wednesday, July 19, 2017
Intersection Turning MovementWSP Manual Vehicle Count
AM
RainWeather
5:30 - 9:30
18:30 - 22:30
WESTBOUND ON
TOTAL 19th Street 19th Street Aagaard Ave Aagaard Ave
AM Peak Hour (between 7:00 and 9:00) is from:
TOTAL
PM
Peak
Time
Ending
NORTHBOUND ON SOUTHBOUND ON EASTBOUND ON
AM
Peak
19th Street 19th Street Aagaard AveNORTHBOUND ON SOUTHBOUND ON EASTBOUND ON WESTBOUND ON
Aagaard AveTime Ending
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right
7:15 0
7:30 0
7:45 0
8:00 0 1 0 4 0 1 0 0 0 3 51 2 0 0 20 0 82
8:15 0
8:30 0
8:45 0
9:00 0
15:15 0
15:30 0
15:45 0
16:00 0
16:15 0
16:30 0
16:45 0
17:00 0
17:15 0 2 3 6 0 3 0 3 0 3 51 0 0 6 46 1 124
17:30 0
17:45 0
18:00 0
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right
1 4 1 3 51 2 20 82
2 3 6 3 3 3 51 6 46 1 124
7.96
88.8%
11.2%
Notes:
TOTAL
PM
Peak
Time
Ending
NORTHBOUND ON SOUTHBOUND ON EASTBOUND ON
AM
Peak
19th Street 19th Street Brandon AveNORTHBOUND ON SOUTHBOUND ON EASTBOUND ON WESTBOUND ON
Brandon AveTime Ending
Intersection Turning MovementWSP Manual Vehicle Count
AM
No DataWeather
5:30 - 9:30
18:30 - 22:30
WESTBOUND ON
TOTAL 19th Street 19th Street Brandon Ave Brandon Ave
AM Peak Hour (between 7:00 and 9:00) is from:
PM
Clear
°C
WSP
Wednesday, July 19, 2017Count Date
Ratio: E/W to N/S =
E/W =
N/S = °C
BM
Tuesday, August 22, 2017
PM Peak Hour (between 15:00 and 18:00) is from:
AM
Pe
akP
M P
eak
Temperature
Counted By
15 min count
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00 BURNS MAENDEL CONSULTING ENGINEERS LTD.
WSP September 2017
Page G
C SITE GENERATED TRAFFIC CALCULATIONS
WSP September 2017 Page H
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00
BURNS MAENDEL CONSULTING ENGINEERS LTD.
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Prepared By: Maury Steindel, P.Eng.
Trip Generation Caculations
18th Street Hotel (WSP# 171-#####-00)Brandon, MB
310
Pass-By Rate 0%
Control Variable Rooms 116
Total 100% 665
Entering 50% 333
Exiting 50% 333
Total 100% 64
Entering 55% 35
Exiting 45% 29
Total 100% 65
Entering 58% 38
Exiting 42% 27
Note
Tuesday, August 29, 2017
ITE #
Category Hotel
Weekday
AM Peak of Generator
PM Peak of Generator
Prepared By: Maury Steindel, P.Eng.
Trip Generation Summary
18th Street Hotel (WSP# 171-#####-00)Brandon, MB
↑ ↓ → ←
North South East West
Trips 0% 0% 0% 0%
Total 665
Entering 333 0 0 0 0
Exiting 333 0 0 0 0
Total 64
Entering 35 0 0 0 0
Exiting 29 0 0 0 0
Total 65
Entering 38 0 0 0 0
Exiting 27 0 0 0 0
AM Peak of Generator
PM Peak of Generator
Tuesday, August 29, 2017
Primary Trips
Weekday
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00 BURNS MAENDEL CONSULTING ENGINEERS LTD.
WSP September 2017
Page I
D TRAFFIC MODEL INPUT VOLUMES
WSP September 2017 Page J
TRAFFIC IMPACT STUDY Project No. 171-XXXXX-00
BURNS MAENDEL CONSULTING ENGINEERS LTD.
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Full Buildout - Background - AM
Intersection NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
18th & Brandon 21 492 5 25 374 46 185 21 25 17 5 5
18th & Aagaard 9 492 0 0 374 5 5 0 5 0 0 0
19th & Brandon 5 5 17 5 5 5 13 210 9 5 82 5
19th & Aagaard 5 5 5 5 5 5 17 5 5 5 5 5
Full Buildout - Background - AM
Intersection NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
18th & Brandon 33 784 5 9 1058 230 185 5 82 5 5 5
18th & Aagaard 58 997 0 0 1136 25 9 0 37 0 0 0
19th & Brandon 9 13 25 13 5 13 13 210 5 25 189 5
19th & Aagaard 9 21 5 5 13 5 5 21 5 13 17 33
Full Buildout - Combined - AM
Intersection NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
18th & Brandon 32 492 5 25 387 59 205 21 29 17 5 5
18th & Aagaard 9 503 0 0 378 18 5 0 6 0 0 0
19th & Brandon 5 5 42 5 5 5 13 210 9 25 82 5
19th & Aagaard 5 5 5 6 5 5 17 5 5 5 5 15
Full Buildout - Combined - AM
Intersection NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
18th & Brandon 44 784 5 9 1071 243 205 5 86 5 5 5
18th & Aagaard 58 1008 0 0 1140 38 9 0 41 0 0 0
19th & Brandon 9 13 49 13 5 13 13 210 5 50 189 5
19th & Aagaard 9 21 5 6 13 5 5 21 5 13 17 46