HomeMy WebLinkAboutPAR2013-00033 and SEP2013-00008 Traffic Generation Report Memorandum - PAR Letters / Memos - 4/24/2014 �e�°x �60tir� MASON COUNTY (360) 427-9670 Shelton ext.352
DEPARTMENT OF COMMUNITY DEVELOPMENT (360)275-4467 Belfair ext. 352
BUILDING•PLANNING•FIRE MARSHAL (360) 482-5269 Elma ext. 352
Mason County Bldg. III, 426 West Cedar Street
,xs� PO Box 279, Shelton, WA 98584 www.co.mason.wa.us
MEMORANDUM
Bar6amAdk}ns, (Director
April 24,2014
Melissa McFadden, P.E., County Engineer
Mason County Department of Public Works
Re: PAR2013-00033/SEP2013-00008
I have received the materials you provided with respect to the above-referenced project
requesting a wavier to the standards under Section 17.27.020 MCC,specifically subsection(B)
requiring a single driveway. After review, I concur with your recommendations and approve two
accesses with the conditions you've listed.
c: Allan Borden
Loretta Swanson
i
MASON COUNTY
+ DEPARTMENT of PUBLIC WORKS
100 W PUBLIC WORKS DRIVE
SHELTON, WASHINGTON 98584
MEMORANDUM
DATE: April 24, 2014
TO: Barbara Adkins, Director
Cc: Patti Kleist, Faith in Action Executive Director
Mike Wnek, PE
FROM: Melissa McFadden, P.E.,County Engineer `
SUBJECT: PAR2013-00033,SEP2014-00008
Mason County Public Works received a request to waive driveway access standards for a proposed new
senior center and thrift store to be located at NE Old Belfair Highway. The following information has
been reviewed by Public Works:
■ Plan Set dated December 13, 2013 prepared by Foster&Williams Architects;
■ Preliminary Site Plan &Grading sheet 1 of 1 prepared by Michael Wnek, PE dated December 3,
2013;
• January 8, 2014 Pre-Application and notes;
■ SEP2014-00008 dated March 4, 2014;
e Letter dated January 22,2014(received February 3,2014) requesting a road access exception prepared by
Faith in Action executive Director Patti Kleist;
■ Traffic Engineering and Generation Report prepared by Michael Wnek, PE dated April 14, 2014;
• WSDOT Design Manual—Managed Access Control; and
• Chapter 17.27 Mason County Code.
No other permit applications have been submitted to date.
Old Belfair Highway is classified as a major collector;T-4 freight corridor(carries 100—300,000 tons per
year). The road segment adjacent to the proposed project is located within the Belfair UGA and ADT is
4031 vehicles per day based on 2012 counts. The road operates at a LOS D based on volume-to-capacity
(v/c) ratio. (Please note that TRANSPORTATION 14.g of the SEPA checklist indicates that Old Belfair
Highway operates at LOS A. Public Works did not have the opportunity to review and comment on the
SEPA prior to DNS issuance.)
The road is a rural cross-section consisting of two 12-foot wide ACP lanes, one to five-foot wide asphalt
shoulders,and ditches. Posted speed is 45 mph and accident history is minimal. The road section meets
minimum geometric standards criteria.
Page 1 of 2
Referencing the WSDOT Design Manual, Managed Access Control,the applicant's engineer considers Old
Belfair Highway as a Class 5 road,where a minimum driveway spacing of 125 feet is recommended. SR
300 just south and west of the project site is a Managed Access Class 4,where minimum driveway
spacing is limited to one access per every 250 feet. The applicant's engineer notes that there is
adequate sight distance for the posted speed,and combining the proposed southerly access with the
neighboring property is not desirable due to incompatible uses.
Mason County Public Works recommends approval to construct two accesses subject to the following:
1. The north driveway will be aligned with the existing commercial driveway across the street.
2. Sidewalks and landscape requirements will be located in a manner that will not interfere with future
conversion to an urban road section,including a two-way center turn lane.
3. Mason County reserves the right to restrict driveway turning movements leaving the proposed project,
should it become warranted.
4. Mason County will evaluate Old Belfair Highway speed limit posting.
Please note that waiving the single access standard per parcel for this particular project in no way
implies that other properties will receive an access waiver. Each site will be evaluated on a case-by-case
basis.
Page 2 of 2
WNEK ENGINEERING
Consulting Civil Engineer
3388 NW Byron St., Suite 200 Silverdale, WA 98383
(360)-692-3802
Traffic Generation Report
Belfair HUB
12329-13-90042
located in:
BELFAIR, WA
prepared for:
Faith In Action West Sound
PO Box 2697
Belfair, WA 98528-2697
date.
April 14, 2014
MFW Project Number: 543
By the seal and signature here affixed,
1 certify that the enclosed report was
accomplished by myself, and that 1 am
currently a registered engineer of good
standing in the State of Washington.
1
Traffic Generation Report _ WNEK ENGINEERING
BELFAIR HUB _ April 14, 2014
CALCULATION SUMMARY
BUILDING GROSS FLOOR AREAS:
OFFICE PORTION 4,341 sf
COMMERCIAL PORTION 3,387 sf
SENIOR CENTER PORTION 7,388 sf
TOTAL= 15,116 sf
The proposed uses of the building do not exactly correlate to specific categories;the
following correlations were used:
BELFAIR HUB: ITT CATEGORY USE
OFFICE PORTION Corporate Headquarters Building
COMMERCIAL PORTION Free-Standing Discount Store
SENIOR CENTER PORTION Church
Peak our Trip Generation Calculation Table
Use# Description Quantity Units Method Cl C2 F-Type X X Units
714 Corporate Headquarters Building 25 EMPL F.C. 0.803 0.440 Ln 25 EMPL
815 Free-Standing Discount Store 3,387 SF F.C. 1.139 0.760 Ln 3.4 1000 SF
560 Church 7,388 SF L.R. 0.667 0 7.4 1000SF
Peak Hour Trip Generation Calculation Table con't
Use# Description Gross Pass-By Net Enter Enter Exit Exit
Total % Total % T. % TX
714 Corporate Headquarters Building 20 0% 20 10% 2 90% 18
815 Free-Standing Discount Store 9 0% 9 50% 5 50% 5
740 Church 5 0% 5 54% 3 46% 2
Totals: 34 34 10 26
Table Details:
EMPL.=Employees
vph=Vehicles per Hour
SF=Square Feet
F.C.=Fitted Curve
L.R.=Linear Relationship
X=ITE Variable(in X Units)
T=Peak Hour Trip Ends on a Weekday
F-Type=Function Type
blank: T=C1X+C2
Ln: Ln(T}=C1(Ln[X1)+C2
Notes:
-'Pass-By'trips ignored to keep calculation conservative.
-Truck percentage not significant.
-2/3 'Enters'at south driveway.
-2/3 'Exits'at north driveway.
-General northbound/southbound split is 50-50.
BELFAIR HUB WNEK ENGINEERING
Traffic Generation Report April 14, 2014
TOPOGRAPHY SOURCE:
P.M. PEAK HOUR DISTRIBUTION LIDAR, NAVD 88 NORTH
SCALE" 1"=150'
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Traffic Generation Report WNEK ENGINEERING
BELFAIR HUB _ April 14, 2014
Corporate Headquarters Building
(714)
Average Vehicle Trip Ends vs: Employees
On a: Weekday,
P.M. Peak Hour
Number of Studies: 18
Avg. Number of Employees: 1,080
Directional Distribution: 10%entering,90%exiting
Trip Generation per Employee
Average Rate Range of Rates Standard Deviation
0.38 0.20 1,00 0.63
Data Plot and Equation
t.aao
1.300
1.200' ... .......
1.100 .................................. .............. .,= .
1,000 ................ ....... ..........
2 x
w 900 ....... .......................... .......... • .......................
•x
800 T...................'..............._.. .................
700 y ......x.... .................
@ Goo ............. ;.` .... ......................................
a'
600 ......................... ...........
F
400 ......... .... .k............... ................. ...................
200�..... ....._. x..... ... .. ..... ................. ............_....
100 . .
i
0
0 1000 2000 3000 4000
X=Number of Employees
Actual Data Points Fitted Curve ------ Average Rate
Fitted Curve Equation: Ln(T)=0.803 Ln(X)+0.435 R2=0.90
Trip Generation,6th Edition 1062 Institute of Transportation Engineers
[Traffic Generation Report WNEK ENGINEERING
BELFAIR HUB April 14, 2014
Free-Standing Discount Store
(815)
Average Vehicle Trip Ends vs: 1000 Sq.Feet Gross Floor Area
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
i
One Hour Between 4 and 6 p.m.
Number of Studies: 25
Average 1000 Sq.Feet GFA: 111
Directional Distribution: 50%entering,50%exiting
Trip Generation per 1000 Sq.Feet Gross Floor Area
Average Rate Range of Rates Standard Deviation
4.24 2.48 5.91 2.23
Data Plot and Equation
700 ——
x x
soo _... .... ...x.: ..,
x
x :
y X x x. �. x
Soo.*................ ......... ..JCX%��.... ..
Lu
._ x:
F— :X X
U X.
V X
L
et 400 .... .... ........... .... ... ...
.... .... .. �� ...... .. .... .... ...
s' x
.... .. ..... ... ..................... ...
so 10 so EG 70 80 90 700 110 120 130
X=1000 Sq.Feet Gross Floor Area
X Actual Data Points Fitted Curve -----• Average Sato
Fitted Curve Equation: Ln(T)=1.139 Ln(X)+0.764 R2=0.65
Trip Generation,61h Edition 1236 Institute of Transportation Engat
11
Traffic Generation Report WNEK ENGINEERING
BELFAIR HUB April 14, 2014
Church
(560)
Average Vehicle Trip Ends vs: 1000 Sq.Feet Gross Floor Area
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 4 and 6 p.m.
Number of Studies: 9
Average 1000 Sq. Feet GFA: 19
Directional Distribution: 54%entering,46%exiting
Trip Generation per 1000 Sq. Feet Gross Floor Area
Average Rate Range of Rates Standard Deviation
0.66 0.21 - 2.10 1.01
Data Plot and Equation
so
40 . ...................
Lu
CL
i ..... ...................
o
7
I Of
20 ........... ........... ............K.
a :x
F-
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,: ....'X+ x.............. ,..............................
i.=5
X X
�S- x
0 10 20 30 e0 50
X=7.4 X=1000 Sq.Feet Gross Floor Area
X Actual Data Pointe ------ Average Rate
Fitted Curve Equation! Not given R2
r..
Frfp Generation,6th Edition 903 Institute of Transportation Engineers
I
WNEK ENGINEERING
Consulting Civil Engineer
3388 NW Byron St., Suite 200, Silverdale, WA 98383
360-692-3802 (fax)-692-1051
Engineering Review of Multiple Driveway Access Request
Belfair HUB Project, #151 NE Old Belfair Hwy.
The project proponent has requested an exception to allow two driveway access
points for the subject project, per letter dated 01/22/14.
Old Belfair Highway (OBH) Configuration:
• Posted speed limit of 45 mph.
• Rural configuration, 2-lanes with paved shoulders; no curb & gutter or
sidewalks.
• Closest street intersection is 500-ft south at State Highway 300 (SR-300),
with a 4-way stop configuration.
• Various other parcels, with similar frontage, contain dual driveway accesses.
Belfair HUB Configuration
• Total frontage 180-ft.
• Proposed driveway spacing 130-ft.
• Due to the configuration of the building, it is anticipated that 2/3 of the
entering traffic will use the south driveway; and 2/3 of the exiting traffic will
use the north driveway.
• The north driveway location aligns with an existing commercial driveway on
the east side of OBH.
• The building contains three different 'uses' that have differing operating
schedules; only the office use will have operating hours (typical 9-5) that
directly correlate to peak traffic times.
As this portion of OBH progresses into the future, since it is included within an Urban
Growth Area, it can be predicted that the configuration will eventually convert into an
urban configuration, and will probably include a two-way center-turn lane.
Additional, the intersection at SR-300 will eventually be controlled by a traffic signal.
A Trip Generation Report has been provided (Wnek Engineering, 04/14/14) to
predict the amount of traffic created by the project, specifically for the afternoon
peak-hour times. The results of the calculations are 36 vehicles per hour, equating
to slightly more than 1 vehicle every 2 minutes. Of this amount approximate 25%
would be entering the site, 75% would be leaving. The percentage of trucks would
be assumed to be less than 5% (2 vehicles per hour) during this time period.
Of the exiting vehicles, the estimated split for northbound/southbound (right-turn &
left-turn) is 50%-50%. The Traffic Generation Report contains an exhibit with the
predicted turning movements from the site for the p.m. peak-hour.
1 of 2
1
The predominant 'conflict' between the project and Old Belfair Highway would be the
situation of exiting vehicles turning northbound (left-turn) which amounts to less than
13 vehicles per hour (1 vehicles per 4.5 minutes). The 4-way stop configuration at
SR- 300 creates gaps in the northbound traffic stream of OBH that will allow this
amount of turning movement without a detriment to the Level-of-Service of OBH.
Per the WSDOT Design Manual, Section 540, this portion of OBH would be
considered 'Class 5' where a minimum driveway spacing of 125-ft is recommended;
the project will provide 130-ft.
Per the WSDOT Design Manual, Section 1340.06, the recommended sight distance
for driveways in a 45-mph zone is 360-ft. The available sight distances are over
430-ft; and excellent in all directions due to the flat terrain.
The nearest adjacent driveway that could create a conflict with the turning
movements from the project, is the existing commercial driveway directly across
from the north driveway. The north driveway will be directly aligned with this
commercial driveway, which is the ideal situation for driveways on opposite sides of
the street.
Other adjacent driveways are single-family residential; there will be minimal conflicts
with these driveways due to the minimal peak-hour vehicles at these locations.
Based on the calculations and justifications provided, it is evident that the request for
two access driveways for this project will not create undo traffic conflicts along Old
Belfair Highway, will not increase traffic congestion (reduce Level-of-Service), and
will not create a hazardous situation. It is recommended that the additional access
point be granted. No further traffic analysis of this situation is warranted.
by: Michael F. Wnek, P.E.
Project Civil Engineer
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