HomeMy WebLinkAboutTHE SUMMIT ON COLLEGE PARKING GARAGE - MJA/FDP - FDP130056 - REPORTS - (28)~ ELBEngineerins, LIe
-;. Transportation Engineering Solutions
Memorandum
.!,",<~:;.~'::~-:-£"":~~~-r\-
TO: Mr. Walker May, Capstone Development, LLC. (5:~~~::·':\:;f,:.;~';~(th
Mr. Ward Stanford, Traffic Engineer, City of Fort Collins·Y·• '.oj:: ,,;':>'i":'}4;,
FROM: EricL.Bracke,P.E.,P.T.O.E {nr- ., \~:'t~:':~
DATE: January 28, 2014~\_;\.= ••l ~tl-{~<,.~~i
SUBJECT: The Summit - TIS Addendum - Parking Structure Addz1i~~iif~Y
Supplemental Memorandum ~
This brief memorandum addresses comments from the City of Fort Collins Transportation
Department requesting a sensitivity analysis on the proposed parking structure located near
the intersection of College Avenue and Stuart Street. The requested analysis is for the
redistribution of the site generated all over to Stuart Street to see if there is sufficient
capacity at the intersection if all of the residents use the parking structure. The original trip
distribution is found in Figure 1.
The request from the city asked for the total traffic analysis for the intersection of College
and Stuart Street for the year 2028. The revised site genererated traffic is displayed in
Figure 2.
The revised numbers were then adjusted to the year 2028 traffic for the intersection of
College Ave and Stuart Street. The total traffic project for the key intersection is shown in
Figure 3.
Capacity analysis was performed for the key intersection for both the morning and
afternoon peak hours. Capacity sheets for the two runs are attached. As can be seen from
the capacity worksheets, the intersection of College and Stuart will operate at acceptable
levels. In the PM peak, some left turn failures start to occur without additional
improvements such as protected left turn phases for east and westbound traffic. However,
the evidence to suggest that all traffic from the Summit will enter and exit at Stuart Street
is not available at this time.
Please let me know if additional information is required.
ELB Engineering, LLC
5401 Taylor Lane
Fori Collins, CO 80528
Phone: 970-988-7551 I FAX 970-225-8942
ELBEngineering@lpbroadband.net
1
Attachment #13
o
U"I -"- "
__ 0
U"I ""
< oo '" '" Q)
5
'€o z
U"I
U"IN
N --
__ 0
U"IN
Prospect Road
-...".,=-----------1,..-= ..:".:".:.:.; :.,,;;: .,: ... ~~
~~
5/15
10115
ELB Engineering, LLC
5401 Tay/or Lane
Fort Collins, CO 80528
Phone: 970-988-755/ I FAX: 970-225-8942
ELBEngineering@lpbroadband.net
2
.....................................
--"-:.:.t------ Parker Street
·····························--.r --
Stuart Street
§
Q)
~
--Q) eo Q) o
U North 1
[ FIGURE 1: SITE DISTRIBUTED TRAFFIC (AM/PM) 1
Stuart Street ........................
§
Q)
~
--en Q) Q) o
U North 1
FIGURE 2: SITE DISTRIBUTED TRAFFIC @
COLLEGE/STUART (AMlPM)
ELB Engineering. LLC
5401 Taylor Lane
Fort Collins, CO 80528
Phone: 970-988-7551 I FAX' 970-225-8942
ELBEngineering@/pbroadband.net
3
Stuart Street
130/120
5/20
90/265
751130
25/25
35/80
o
N
N
NO
0-- N
'<C(, )<r--n~ , --
<nO 0
MN •.••.
[~F_I_G_URE __ 3_:_RE_VI_SE_D_YE_AR_2_0_28_T_O_T_AL_T__RAF _ F_I_C__(AMIP _ M) J
ELB Engineering, LLC
5401 Taylor Lane
Fort Collins, CO 80528
Phone: 970-988-755/ I FAX: 970-225-8942
ELBEngineering@/pbroadband.net
1
North
4
HCM Signalized Intersection Capacity Analysis
6: Stuart Street & College Avenue 1/28/2014
.",. "). • +- '- "" t ". \..
-+ ! ~
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations lIj ft lIj ft lIj ttft lIj ttft
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91
Frt 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00
Fit Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1699 1770 1593 1770 5060 1770 5065
Fit Permitted 0.45 1.00 0.72 1.00 0.18 1.00 0.06 1.00
Satd. Flow (perm) 838 1699 1334 1593 326 5060 115 5065
Volume (vph) 75 25 35 90 5 130 35 2075 70 55 1130 30
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 79 26 37 95 5 137 37 2184 74 58 1189 32
RTOR Reduction (vph) 0 33 0 0 113 0 0 2 0 0 2 0
Lane Group Flow (vph) 79 30 0 95 29 0 37 2256 0 58 1219 0
Turn Type Perm Perm pm+pt pm+pt
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2 6
Actuated Green, G (s) 13.2 13.2 13.2 13.2 88.8 79.9 72.6 67.7
Effective Green, g (s) 13.2 13.2 13.2 13.2 88.8 79.9 72.6 67.7
Actuated glC Ratio 0.12 0.12 0.12 0.12 0.81 0.73 0.66 0.62
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 101 204 160 191 488 3675 150 3117
vIs Ratio Prot 0.02 0.02 0.01 cO.45 cO.02 0.24
vIs Ratio Perm cO.09 0.07 0.05 0.24
vlc Ratio 0.78 0.15 0.59 0.15 0.08 0.61 0.39 0.39
Uniform Delay, d1 47.0 43.4 45.9 43.4
3.1 7.4 7.3 10.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 2.72 0.94
Incremental Delay, d2 31.6 0.3 5.8 0.4 0.3 0.8 1.6
0.4
Delay (s) 78.6 43.7 51.7 43.8 3.4 8.2 21.4 10.5
Level of Service E D D D A A C B
Approach Delay (s) 63.1 46.9 8.1 11.0
Approach LOS E D A B
Intersection Summary
HCM Average Control Delay 13.3 HCM Level of Service B
HCM Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.0
Intersection Capacity Utilization 68.2% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Choice Center 1/28/20142028 Total Traffic AM REVISED
Eric L. Bracke, PE. PTOE
Synchro 6 Report
1/28/2014
HCM Signalized Intersection Capacity Analysis
6: Stuart Street & College Avenue 1/28/2014
~ "l- • +- "- "\ t ~
\...
! ..I
-+
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 'i 'ft 'i 'ft
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 'i tt'ft 1900 1900 1900 'i tt'ft 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91
Frt 1.00 0.89 1.00 0.87 1.00 0.99 1.00 0.99
Fit Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1649 1770 1623 1770 5046 1770 5053
Fit Permitted 0.56 1.00 0.63 1.00 0.05 1.00 0.05 1.00
Satd. Flow (perm) 1044 1649 1177 1623 96 5046 91 5053
Volume (vph) 130 25 80 265 20 120 80 2220 120 130 2875 125
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 137 26 84 279 21 126 84 2337 126 137 3026 132
RTOR Reduction (vph) 0 51 0 0 63 0 0 4 0 0 4 0
Lane Group Flow (vph) 137 59 0 279 84 0 84 2459 0 137 3154 0
Turn Type Perm Perm pm+pt pm+pt
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2 6
Actuated Green, G (s) 31.0 31.0 31.0 31.0 82.7 77.7 91.0 82.0
Effective Green, g (s) 31.0 31.0 31.0 31.0 82.7 77.7 91.0 82.0
Actuated glC Ratio 0.24 0.24 0.24 0.24 0.64 0.60 0.70 0.63
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle ~xtension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 249 393 281 387 125 3016 184 3187
vIs Ratio Prot 0.04 0.05 0.03 0.49 cO.05 cO.62
vIs Ratio Perm 0.13 cO.24 0.40 0.47
vlc Ratio 0.55 0.15 0.99 0.22 0.67 0.82 0.74 0.99
Uniform Delay, d1 43.4 39.1 49.4
39.7 63.1 20.5 35.0 23.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.6 0.2 51.5 0.3 25.2 2.6 15.0 13.7
Delay (s) 46.0 39.3 100.9 40.0 88.3 23.1 50.1 37.3
Level of Service D D F D F C D D
Approach Delay (s) 43.0 79.9 25.2 37.8
Approach LOS D E C D
Intersection Summary
HCM Average Control Delay 35.9 HCM Level of Service D
HCM Volume to Capacity ratio 0.96
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 97.0% ICU Level of Service F
Analysis Period (min) 15
c Critical Lane Group
Choice Center 1/28/20142028 Total Traffic PM Scenario
Eric L. Bracke. PE. PTOE
Synchro 6 Report
1/28/2014