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Home My WebLink AboutMAX FLATS - PDP - PDP120034 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY~ ELBEngineerinB,LLC ~. Trcmsportdtion EngineerinB Solutions TO: Memorandum FROM: Eric L. Bracke, P.E., P.T.O.E DATE: November 18,2012 SUBJECT: Mason and Mulberry - Transportation Impact Memorandum This memorandum addresses the transportation impacts of the proposed development located at 203 West Mulberry Street in Fort Collins, Colorado. The project is located on the southwest comer of Mulberry and Mason Street and is a redevelopment of an existing used car sales lot. The project consists of a 5-story residential building, underground parking, and 1500 square feet of flex commercial space. The project integrates the new MAX Bus Rapid Transit system currently being implemented by the City. A vicinity map of the location is displayed in Figure 1 on the following page. A scoping form was sent to the City Traffic Operations Engineer to determine the scope of the transportation impact study. It was agreed that the project will have relatively minor (if any) impact to the surrounding street system and that an expanded memorandum would be sufficient to address the related transportation impacts. Capacity analyses would be required for the key intersection and special attention should be given to parking and maneuverability of large vehicles. The scoping form for the transportation study can be found in Appendix A. Existing Conditions The site is located directly between the downtown of Fort Collins and Colorado State University. The immediate area is commercial with residential development towards the west. The site was previously being used for auto sales. ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 Phone: 970-988-7551 ELBEngineering@lpbroadband.net :O_-.f! --E-C---ll."'-, ----'----'--""'<- Iz.: ~s;'-----~'~----- ! § a. ~ fa COI~ City tJiWip~i FC<1 - .HI ~ ~~ ("J';.- ~~ '; ('.14\ .::::/ 'Avt ~ W\lo.rt,,"oot,V2 Olclew E;..-""":anAv,,, I ~ w § ~ 'NO.=k 51 Fort Collins § '" ~ ;it?. Old~owr ~ liVest ; '.,IV Mclgt,,;'-o St I University North W "'f1yt1'l~S~ if.; Lt J) L~~rSxt~.~:"'r~ "",en.-;f ~, '" f Oaf( lot ~ g ~ Umversitj Par. Ele:Luret rsma SOHJJ. E&s10ale *' E Ehtnbe!h SI Map data~z:North U'I,~VUYIt:: - .-.l.I':...--. [Figure I: Vidnit'y Map J ,"-0 ~ Mulberry Street is a 4-lane arterial east-west roadway that runs the width of the City. The current speed limit is 35 mph and the pavement is in fair condition. There are 4 travel lanes and auxiliary left turn lanes at the intersection with Mason Street. Mason Street is a unique roadway. The Burlington Railroad line runs down the center of the roadway and has been recently modified from a one-way northbound to two-way traffic. The conversion from one-way to a two way street is part of the MAX BRT project. The northbound section has a 22-foot section consisting of combination bike/park lane and an l l-foot travel lane. The southbound section has an 8-foot parking lane, 6-foot bike lane and a 12- ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 Phone: 970-988-7551 ELBEngineering@lpbroadbandnet 2 foot travel lane. The southbound section of Mason Street is adjacent to the site. The roadway has a posted 25 mph speed limit. The intersection of Mason and Mulberry is controlled with a 4-phase traffic signal. Pedestrian phases are included and visible, enhanced crosswalks and ADA ramps are in place, and auxiliary left turn lanes are included on all approaches. Peak hour turning movements were conducted at the key intersections surrounding the project site. The results of those counts are shown in Figure 2. SITE Mulberry ~ 689/29/51 739 ~ ~ 5/14 ~ Figure 2: R.ecent Feak Hour Turning Movements CAM/FM) ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 Phone: 970-988-755/ ELBEngineering@/pbroadband.net 3 In April, 2012, the City Transportation Department counted the intersection of Mason and Mulberry just prior to the roadway being converted to a two-way street. Reviewing those counts indicate that people have not adjusted to the new pattern of travel either due to confusion or construction activities along the corridor and the northbound movement had decreased significantly since ApriL Discussion with the Traffic Operations Engineer prior to beginning this study indicated that a 2% adjustment may be necessary. After reviewing the raw data, it is apparent that the 2% is not significant enough. The City's count sheets are found in Appendix B. Figure 3 below represents the adjusted traffic at the key intersection and will present a more realistic foundation for the analysis. SITE Mulberry ~ 29/51 ~~ 689/739 ' 5/14 <:;rt)rf> Figure J: Recent Feak Adjusted Hour Turning Movements CAM/FM) Capacity analyses were performed at the key intersections to determine if existing deficiencies exist on the roadway network. The analyses followed the procedures of the Highway Capacity Manual. Level of Service (LOS) is a qualitative term describing operating conditions and expressed in terms of delay. Table 1 below provides the ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 Phone: 970-988-7551 ELBEngineering@lpbroadband.net 4 definitions of LOS for both signalized and unsignalized intersections. Table 2 displays the results of the analyses. The raw count sheets can be found in Appendix B and the worksheets from the analyses can be found in Appendix C. Table 1 Level of Service Definitions Level of Signalized Intersection Unsignalized Intersection Service Average Total Delay (seconds/vehicle) Average Total Delay (seconds/vehicle) A <10 <10 B >10 and <20 >10 and <15 C >20 and:::;35 >15 and:::;25 D >35 and <55 >25 ands 35 E >55 and:::;80 >35 and :::;50 F >80 >50 As can be seen from the Table 2, all of the key intersections are operating at acceptable levels of service. Table 2 - Existing Condition Capacity Analysis Existing Traffic - 2012 AM PM Intersection IMovement LOS Delay(sec!vehlcle) LOS DelaY(SeClvehicle) Mulberry and Mason EB LEFT D 36.6 E 64.9 (Traffic Signal control) EBT/R D 36.8 D 39.8 WBLEFT C 27.4 D 34.2 WBT/R D 43.6 D 47.2 NB LEFT A 7.7 A 8.6 NBT/R A 8.2 A 9.6 SBLEFT A 7.7 A 9.0 SBT/R A 8.2 A 9.4 OVERALL D 36.3 A 38.9 ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 Phone: 970-988-7551 ELBEngineering@lpbroadhand.net 5 Project The project is located at 203 W. Mulberry on the southwest comer of Mulberry and Mason Streets in downtown Fort Collins. The project will utilize a site that had previously been used for used auto sales to and construct a 5-story building that will contain 65 apartment units (approximately 100 bedrooms) and 1500 square feet of retail space on the ground floor. It is unknown at this time what type of retail will be on the site. The project will gain access off of Mason Street into an underground parking facility and the access will function as a right-inlright-out. The project is considered a Transit Oriented Development (TaD) and there will be a MAX BRT stop located directly adjacent to the site. The site plan is provided below in Figure 4. : r·--··-··-··----··-·---------·-··-·--··-··-··' ! i i --~l--- i @ @ ® Q)~~~1L- _ [ figure +: Site Flan 1 ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 Phone: 970-988-7551 ELBEngineering@/pbroadband.net 6 Trip Generation Trip generation rates for the proposed project are based on the Trip Generation, cjh Edition manual prepared by the Institute of Transportation Engineers. The manual presents data from numerous trip generation studies for a variety of land uses from across the country. ITE Code 220, Apartments, and ITE Code 859, Specialty RetaiL Since the project is a TOD, a trip reduction rate of20% has been assumed. Table 1 below summarizes the proposed trip generation for the project. For the entire project, during the morning peak hour, 33 trip ends can be expected and 41 trip ends can be expected from the project during the afternoon peak hours. Table 3- Trip Generation Estimates AM PM ENTER EXIT EXIT Dail Code tri 5 rate tri 5 rate trips Trip Distribution and Assignment All trips leaving the site are required to go south due to the raised curb on either side of the RR track. All trips returning to the site are required to come from the east, west, and north. The two main trip attractions for the site are the downtown and CSU and an even distribution is assumed. Background traffic for the year 2015 was assumed to grow at an even 2% for the next three years. Project traffic was then added to the background traffic for the 2015 total traffic analysis. Figure 5 shows the assigned trips resulting from the project and Figure 6 displays the total traffic projected for the year 2015. ELB Engineering, LLC 5401 Taylor Lane Fori Collins, CO 80528 Phone: 970-988-7551 ELBEngineering@/pbroadband.net 7 Ir 4/9 4/9 '1).. ------------------~----------------~illbeITV ~ LI") N ~ ¢!J t0r: t\i ~ 21/16 ~ [ figure 5: Trip Assignment CAWFM) 1 SITE ~~~I r-N'I NCX), s ~ r- •••• NI ~ ~~ 3/42 - 7301783 ~. .' 9/24 ~ Mulberry [ figure 6: Total 201 5 T raffieCAWFM) 1 ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 Phone: 970-988-7551 ELBEngineering@lpbroadband.net 8 Capacity Analysis Capacity analysis was performed on the Year 2015 build-out of the project. As can be seen in the Table 4 shown below, the project has very little impact on the traffic operations of the key intersections. The intersection of Mulberry and Mason continue to operate at acceptable levels of service. The eastbound left turn operates at LOS E during the AM and PM peak hours for both the existing and build-out conditions. The LOS E is not an ideal operation, but it is acceptable based on the standards. Worksheets can be found in AppendixD. Table 4 - Year 2013 Capacity Analysis Total Traffic - Year 2015 AM PM Intersection IMovement LOS DelaY(SeClvehICle) LOS Delay(seClvehiCle) Mulberry and Mason EB LEFT D 36.2 E 73.4 (Traffic Signal control) EBTIR D 35.5 D 39.0 WBLEFT C 26.7 D 37.4 !WB T/R D 42.2 D 46.2 NBLEFT A 8.4 A 9.4 NBTlR A 9.1 B 10.5 SB LEFT A 8.5 A 9.9 SBT/R A 9.1 B 10.5 OVERALL D 35.2 D 38.3 Operational Issues On-street Parking has been brought up by staff as a concern for the project. Parking is currently not allowed on Mulberry. The project has approximately 300 feet of frontage on Mulberry. Considering the crosswalks, clear zones, and driveways, this leaves enough space for approximately 10 parking spaces in the current condition. The development will need to include enough space for the BRT pick-up/drop-off area, include their driveway and clear zones. The site will have enough space for parking approximately 5 vehicles when the project is developed. No parking will be allowed in the BRT area. Staff also is concerned with the narrow roadway of Mason Street and the effects on traffic when moving vans or larger vehicles are present servicing the site. The worst case scenario would be a moving van which would more than likely be a WB-50 type vehicle. Mason Street, on the west side, is striped with a 12-foot travel lane, 6-foot bike lane, and has 8-feet of parking. The WB-50 has a width of 8.5 feet and a length of 50-feet. During the rare event when a moving van is present, parking would need to be removed for personal automobiles and the WB-50 would encroach into the bike lane by a least 1 foot (assuming a reasonable shy distance from the face of curb). If the moving van attempted ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 Phone: 970-988-7551 ELBEngineering@lpbroadband.net 9 to use the bike lane for unloading, the effective width for a southbound travel lane would only be 9.5-feet. Many or the residents are likely to be students and won't be using large vehicles for moving in and out. The moving times for these residents are also predictable and anyon-street parking can be managed. I am not of the opinion that the large vehicle issue will be problematic. Alternative Modes Analysis Section 4.5.3 (B) of the Larimer County Urban Area Street Standards requires that projects undergo a level of service analysis for alternative modes of transportation. The modes of transportation that must meet LOS standards are bicycles, and pedestrians. Transit service LOS must also be analyzed at the time of development review. However, transit LOS is not part of the Adequate Public Facilities test. Pedestrian Level of Service The project area was evaluated for compliance with the pedestrian level of service standards. Based on Figure P-4 of the Fort Collins Pedestrian Plan, the project is located in the Downtown/CSU District which requires the highest levels of service for pedestrians. The site is within walking distance to numerous businesses including restaurants, retails, employment areas and institutions. Directness - There street and sidewalk system is a grid pattern in the area which is typical ofthe ideal system. A person can easily go north-south or east-west without any difficulty. Result: LOS A. Continuity - The sidewalk system is continuous in the area and is consistent with the sidewalks in the surrounding area for both width and state of repair. The sidewalks in the immediate area have landscape parkways and large trees. The project is planning on including new sidewalk in the area that meets and exceeds the current standards. Result: LOS B Street Crossings - The intersection of Mulberry and Mason is a signalized intersection. Mulberry has a five lane crossing and Mason has a two lane crossing which includes bike lanes and parking lanes. The traffic signal is illuminated, has pedestrian indications, enhanced crosswalks, new ADA ramps, and unobstructed views of traffic. Result: LOS B (due to 5 lanes to cross) ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 Phone: 970-988-7551 ELBEngineering@lpbroadband.net 10 Visual Interest and Amenity - The area is a visually appealing area and consistent with the downtown area. The project will enhance the visual appeal along the property. Result: LOS A Security - A sense of security is difficult to measure and quantify. There are numerous pedestrians in the area and the sidewalks are well used. The sidewalks are separated from the roadway with a landscape buffer. Pedestrians can easily see each other through clear sight lines which provides for a sense of security. Finally, lighting in the area is consistent with City standards for roadway lighting. Result: LOS A Based on the above, the pedestrian LOS standards are satisfied for the project. Bicycles Level of Service The project was evaluated for bicycle level of service based on the Multi-Modal LOS Guidelines. The minimum level of service on a city-wide basis is LOS C. The site is directly connected to the north-south bike lanes of Mason Street. These bike lanes connect to the east-west bike lanes on Laporte to the north and Laurel Street to the south. Based on the above, the project is at LOS C for bicycles and therefore the standard is satisfied. Transit Level of Service The site sits directly adjacent to the MAX BRT project which is scheduled to start service in 2014. This will be rapid transit with peak hour service between 10-20 minutes. The project is accommodated a bus stop on the site. The site is also easy walking distance to the downtown transfer station several blocks to the north at the intersection of MasonlLaporte. The site also has easy access to Routes 15 and 18 of the current system. According to the LUCASS Multimodal Level of Service Manual, transit level of service for the City of Fort Collins is based on the routes and service levels planned for the year 2015. However, the Manual was written in 1997 and is significantly outdated and no longer considered valid. The transit LOS analyses are therefore based on the existing Transfort Service and the opening of the MAX system. The analysis is based on 4 factors - hours of weekday service, weekday frequency of service, travel time factor, and peak load factor. The LOS standard for transit is "B" based on this site location. ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 Phone: 970-988-7551 ELBEngineering@/pbroadband.net 11 Hours of Weekday Service: The project has direct access to MAX, FLEX, and routes 15, 18, and 6. The site is also within walking distance to the downtown transfer center and CSU transfer center and it is assumed that the site will be served by 18 hours of service on an average weekday. The standard can be assumed to be met. Weekday Frequency of Service: Since the site is adjacent to an identified route of high frequency transit service, the minimum of 15-minute service is met. Travel Time Factor: The travel time factor is portal-to-portal travel time divided by auto travel time (peak hour). The standard for the criteria is for the travel time in bus to be no more than two times that of the automobile. This standard is met for the project. Table 6 Transit Travel Time Comparisons rotat Travel Travel Walk/Park Transfer/ Travel Time LOS Distance Speed Time Time Wait Time Time Differential Standard Destination Mode (miles) (mph) (hours) (hours) (hours) (hours) (bus/auto) Met? Downtown Bus 0.25 20 0.01 0.05 0.06 0.48 Yes automobile 0.75 25 0.03 0.10 0.13 Foothills Mall Bus 2.5 20 0.13 0.16 0.29 1.65 Yes ~ _i'- automobile 2.25 25 0.09 0.08 0.17 . FC HiQh .•~ School automobile Bus 6.25 5 25 20 0.0.31 20 0.16 0.30 0.0.61 36 1.70 Yes CSU Campus Bus 0.25 20 0.01 0.16 0.17 1.92 Yes .-" automobile 0.25 25 0.01 0.08 0.09 The project meets all transit LOS standards and is determined to be at LOS A. ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 Phone: 970-988-7551 ELBEngineering@lpbroadband.net 12 Conclusion This memorandum documented the transportation impacts associated with the residential and commercial project located at 203 W. Mulberry in Fort Collins, CO. Based on the analyses, investigations, and findings documented in the various sections of this Transportation Impact Study, the following can be concluded. • The project will not present a significant impact to the surrounding roadway system. • The project is considered a TOD and is situated well for transit service. • All key intersections operate at acceptable levels of service. • The project is expected to produce approximately 397 daily vehicular trips. During the morning peak hour, 33 trip ends can be expected and 41 trip ends can be expected from the project during the afternoon peak hours. It is likely that the trips estimated in this report are conservative and more than 20% of the trips will be conducted through active modes. • A large vehicle on Mason servicing the site could have impacts to both bikes and motor vehicles if not managed properly. • The key intersection is not negatively impacted by the development and will continue to operate at acceptable levels of service. • Bicycle LOS standards are satisfied • Pedestrian LOS standards are satisfied • Transit LOS standards are satisfied. Statement of Adequacy: The transportation facilities will be adequate and available to serve this development as contained in the Larimer County Urban Area Street Standards. All applicable LOS standards will be met since all transportation facilities are in place or will be in place upon issuance of a certificate of occupancy. ELB Engineering, LLC 540] Taylor Lane Fort Collins, CO 80528 Phone: 970-988-7551 ELBEngineering@lpbroadband.net 13 Appendix A Mason and Mulberry Transportation Impact Analysis ELB Engineering, LLC November 2012 Chapter 4 - Attachments Attachment A Transportation Impact Study Base Assumptions Project Information Project Name ~w"/~..,.;-,/I"'IAI.~ Project Location 203 ~ ~ 'H...tJ..r~"'1 TIS Assumptions Type of Study.,c., (j/~ Full: Intermediate: Study -Area n~~ Boundaries ;rke#.w" East: North: West: South: Study Years , Short Range: Zo/"" Long Range: Future Traffic Growth Rate I I Study Intersections 1. All access drives 5. 2.;1...1/,."..,) / J1~_A 6. 3. ', 7. 4. 8. Time Period for Study AM: 7:00-9:00 I PM: 4:00-6:00 I Sat Noon: Trip Generation Rates Z~9~ Zo?c, lecl.~~ / Trip Adjustment Factors Passby: I Captive Market: Overall Trip Distribution ~iA. Ji ~EEATTACHEDSKETCH ___ Mode Split Assumptions Zo~ a.,,-/~ /~.,.""f / Committed Roadway Improvements , I ~#J!i Other Traffic Studies ~W1 .£kI.. ~' <> I:/J ' Lb.' /) " t'/J<J' .<1/, /.1. - 't•.•.•../ .. ~,I ...t' .. ~ ;/I /(t:.r~~/ ~'~p q V..<:llt-Ut ';'0 In) eJ ~'/Y1£,j;. /J 5s &/ fl~ If o•.•• ~ Areas Requiring Special Study4 ~~_,~\J~-Ir ~~ c.-.k'.r I~Cle.J' e~/ t::'.t,.~A9 U...-::~l.' fM~' . I - J Traffic Engineer: -.e.~L~~~?=:;qt:':::""-=--------r---r------- 1~.,J?7y C"{ ,11,4::><01. Local Entity Engineer: --, -t~u...---.J'"=,L.t.:2.),;=:::=~---.....L~+-t~::::::::'------ Page 4-34 Larimer County Urban Area Street Standards - Repealed and Ree"nacted April 1, 2007 Adopted by Larimer County, City of Loveland, City of Fort Collins Appendix B Mason and Mulberry Transportation Impact Analysis ELB Engineering, LLC November 2012 Eric L. Bracke, P.E., P. T.O.E ELB Engineering, LLC 5401 Tay/or Lane Fort Collins, CO 80528 (970) 988-7551 Tabular Summary of Vechicle Counts Date 14-Nov-2012 City/Town Fort Collins Intersection Mulberry and Mason Time Eastbound Westbound Total Southbound Northbound Total Total Begins L T R Total L T R Total east/west L T R Total L T R Total north/south ALL 7:30 9 159 1 169 0 159 13 172 341 1 1 1 3 4 7 1 12 15 356 7:45 8 187 1 196 1 205 13 219 415 1 2 1 4 5 9 2 16 20 435 8:00 5 167 3 175 1 202 24 227 402 3 1 2 6 2 4, 1 7 13 415 8:15 7 176 0 183 0 192 25 217 400 4 1 1 6 3 41 3 10 16 416 7:30-8:30 291 689 51 7231 2 758 751 835 1558 91 51 5 19 14 24 71 45 64 16221 PHF I 0.921 I 0.92 0.79 1 0.70 Time Eastbound Westbound Total Southbound Northbound Total Total Begins L T R Total L T R Total east/west L T R Total L T R Total north/south ALL 4:30 8 188 3 199 13 205 19 237 436 9 10 2 21 7 19 3 29 50 486 4:45 10 221 3 234 3 216 20 239 473 8 11 7 26 5 17 1 23 49 522 5:00 10 153 4 167 3 173 17 193 360 10 7 7 24 7 21 5 33 57 417 5:15 12 177 4 193 6 221 12 239 432 6 1 7 20 11 20 6 37 67 489 4:30·6:30 I 401 739 14 7931 25 8151 681 908 1701 331 351 23 91 301 771 151 122 2111:.:••:::13 PHF I 0.851 I 0.95 0.88 0.821 fi.tg oj f}cvtt eJlin6 PO Box 580 Fort Collins, Co 80522 Turning Movement Study North\South Street: Mason East\ West Street: Mulberry Time:AM lCU Mumber: 23 FileName: Mason & Mulberry 04-17-12 Site Code : 00000023 StartDate : 4/1712012 Page No : 1 roues nn ns N/A Mulberry Mason Mulberry Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left I Peds I App. TelIol Right I Thru I Left I Peds I App. TEl Rig ht I Thru I Left I Peds I App. Tabl Right I Thru I Left I Peds I App ToIOI fnl Tolal I 07:30AM 0 0 0 0 0 21 176 0 0 197 0 19 4 0 23 0 161 22 0 183 403 07:45AM 0 0 0 0 0 32 159 0 0 191 1 22 1 0 24 0 234 22 0 256 471 Total 0 0 0 0 0 53 335 0 0 388 1 41 5 0 47 0 395 44 0 439 874 G P . ted- U hifted 08:00AM 08:15AM GrandTo1al Apprch % Total % o o o o o o o o o o o o o o o o o o o o o 27 174 o 30 157 o 110 666 14.2 85.8 o 6.5 39.2 o o o o o o 201 0 24 4 o 187 3 27 1 o rte 4 92 10 o 3.8 86.8 9.4 North\South Street: Mason East\West Street: Mulberry Time: PM lCU Mwnber: 23 eay of,!}OJd ~ PO Box 580 Fort Collins. Co 80522 Turning Movement Study G P 'nted- U hifted FileName: Mason & Mulberry 04-17-12 Site Code : 00000023 StartDate : 4/1712012 Page No : 1 roUDS n ns NlA Mulberry Mason Mulberry Southbound Westbound Northbound Eastbound start Time Right 1 Thru 1 Left I Peds I .••.•· T ••• I Rignt j Thru I left I Peds 1 .••.•. Total Rigtlt 1 Thru 1 left 1 Peds 1 App. Talal Right IllYu I Left 1 Peds I .••.•. T•••• Inl Total I 04:30PM 0 0 0 0 0 37 232 0 0 269 5 35 6 0 46 0 208 29 0 237 552 04:45PM 0 0 0 0 0 33 275 0 0 308 8 25 6 0 39 0 214 25 0 239 586 Total 0 0 0 0 0 70 507 0 0 577 13 60 12 0 85 0 422 54 0 476 1138 05:00PM 05:15 PM Grand Total Apprch% Total % o o o o o o o o o o o 23 233 o 18 258 o 111 998 10 90 o 4.9 44.3 o o o o o o 256 3 30 9 o 276 8 22 6 o 1109 24 112 27 o 14.7 68.7 16.6 o 49.2 1.1 5 1.2 o o 42 36 a 163 o c 7.2 o 233 18 o 232 23 o 887 95 o o 90.39.4 3 4.9.2 7 Appendix C Mason and Mulberry Transportation Impact Analysis ELB Engineering, LLC November 2012 HCM Signalized Intersection Capacity Analysis 3: Muleberry & Mason 11/17/2012 ~ ......••. .,. EBR .£ of-- -\.. "'\ t I'" \. ~ .; SBR ~'mo"a Mulberry/Mason 203 W. Mulberry 11/17/2012 Existing Condition_AM Eric L. Bracke, PE, PTOE Existing Condition_AM Page 1 HCM Signalized Intersection Capacity Analysis 3: Muleberry & Mason 11/17/2012 ~ --+ '" ,f +- '- "\ t r \. ! .,.I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ t~ ~ t1+ ~ 1+ ~ 1+ deal Flow (VRhRI) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ~900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ane Util. Faster 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 1.00 0.97 1.00 0.96 e It Pmtectea 0.95 1.00 0.95 1.00 '0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3529 1770 3498 1770 1813 1770 1785 Fit Permittee 0.11 1.00 0.14 1.00. ·0.67 1.00 0.66 1.00 Satd. Flow (perm) 200 3529 262 3498 1248 1813 1227 1785 iVelume (vRh) 40 739 14 25 815 68 3 115 25 40 90 35 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 l4\oJ. flow (VRt:1) 43 803 -15 27 886 74 3 125 27 43 98 38 RTOR Reduction (vph) 0 2 0 0 8 0 0 4 0 0 7 0 [ane Group Flow (vph) 43 816 0 27 952 0 3 148 0 43 129 a Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 ~etllate(;l Green, G $) 35.8 .35.8 35.8 35.8 73.2 73.2 73 .2 .73.2 Effective Green, g (s) 37.3 37.3 37.3 37.3 74.7 74.7 74.7 74.7 Actuated g/C Ratio 0.31 0.31 0.31 0.31 0.62 0.62 0.62 0.62 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 lane Grp Cap (vph) 62 1097 81 1087 777 1129 764 1111 MIs Ratio Prot 0.23 cO.27 cO.08 0.07 vIs Ratio Perm 0.22 0.10 0.00 0.04 v/c Ratio 0.69 0.74 0.33 0.88 0.00 0.06 Uniform Delay, d1 36.3 37.1 31.8 39.2 8.6 8.9 Pro@ression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 28.5 2.8 2.4 8.1 0.0 0.1 Delay, (s} 64.9 39.8 34.2 47.2 8.6 9.0 Level of Service E D C D A A ~RQroaeh Delay' (s) 41.1 46.9 Approach LOS D D Intersection Summary HCM Average Control Delay 38.9 HCM Level of Service 0 CM Volume to CaRacity ratio 0.38 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 ntersection <;;aQaci!yUtilization 52.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane GrouP. Mulberry/Mason 203 W. Mulberry 11/17/2012 Existing Condition_PM Eric L Bracke, PE, PTOE Existing Condition_PM Page 1 Appendix t? Mason and Mulberry Transportation Impact Analysis ELB Engineering, LLC November 2012 HCM Signalized Intersection Capacity Analysis 3: Muleberry & Mason 11/17/2012 ~ .,. • ..•... '- , t I'" \. ---to- + ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations lIj tt. lIj tt. lIj t. lIj t. Ideal Flow (vl>oRI) 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 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 1.00 0.98 1.00 0.96 It Protectee 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3533 1770 3491 1770 1834 1770 1795 Fit Permitted 0.11 1.00 0.16 1.00 0.68 1.00 0.68 1.00 Satd. Flow (perm) 214 3533 293 3491 1266 1834 1272 1795 N'-olume (vl'h) . 31 730 9 6 803 80 11 95 11 16 84 27: Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 AGlj. Flow ""h 34 793 10 7 873 87 12 103 12 1 91 29 RTOR Reduction (vph) 0 1 0 0 11 0 0 2 0 0 6 0 '. ane Gmup Flow (vph) 34 802 o 7 949 0 12 113 0 11 114 0 Turn Type Perm Perm Perm Perm Protectea Pliases 4 8 2 6 Permitted Phases 4 8 2 6 Actuatea Green, G (s) 33.3 33.3 33.3 33.3 -65.7 65.7 65,7 65.7 Effective Green, g (s) 34.8 34.8 34.8 34.8 67.2 67.2 67.2 67.2 Actuated g/C Ratio 0.32 0.32 0.32 0.32 0.61 0.61 0.61 0.61 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 68 1118 93 1104 773 1120 777 1097 vIs Ratio Prot 0.23 cO.27 0.06 cO.06 vIs Ratio Perm 0.16 0.02 0.01 w/c Ratio 0.50 0.72 0.08 0.86 0.02 0.10 Uniform Delay, d1 30.5 33.2 26.3 35.3 8.4 8.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.7 2.2 0.3 6.8 0.0 0.2 l5 lay' (s}- 36.2 35.5 26.7 42.2 8.4 9.1 Level of Service D D C D A A !4p.Rroach Delay' (§} 35.{j -' ~. 42.0 9.0 Approach LOS D D A Intersection Summary HCM Average Control Delay 35.2 HCM Level of Service D HCM Volume to CaRaci!y' ratio 0.36 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Ca acilY Utilization 40.0% leu [evel of Service A Analysis Period (min) 15 c Critical Lane GrouR Mulberry/Mason 203 W. Mulberry 11/15/2012 Existing Condition _2015_AM Eric L. Bracke, PE, PTOE Existing Condition _2015_AM Page 1 HCM Signalized Intersection Capacity Analysis 3: Muleberry & Mason 11/17/2012 ~ --+- •••••• of +- -, "\ t I"" '. + "" Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations , tft , tft , ft , ft ·IQealFlow (Vllhlll) 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 Uti!. Factor 1.00 0.95 1.00 8.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 1.00 0.97 1.00 0.96 Fclt Pr.otected - 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3523 1770 3498 1770 1813 1770 1792 Fit Permitted 0.10 1.00 0.13 1.00 0.65 1.00 0.65 1.00 Satd. Flow (perm) 190 3523 237 3498 1214 1813 1208 1792 Volume (vlJh) 42 783 24 3-6 864 72 3 122 27 42 109 3- Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 !RTOR !'\ej. Flow Reduction (vph) (vph) 46 0 851 3 26 0 39 0 939 8 78 0 3 0 133 4 29 0 46 0 118 6 40 0 :ane Group Flow (vph) 46 874 0 39 1009 0 3 158 O' 46 152 0 Turn Type Perm Perm Perm Perm ProtecteCi Ptlases 4 8 2 Permitted Phases 4 8 2 6 Actuateiil Green, G (s) 37.8 37.8 37.8 37.8 71.2 71.2 71.2 71.2 Effective Green, g (s) 39.3 39.3 39.3 39.3 72.7 72.7 72.7 72.7 Actuated g/C Ratio 0.33 0.33 0.33 0.33 0.61 0.61 0.61 0.61 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 ehicle Extension (s,. 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 62 1154 78 1146 735 1098 732 1086 Is Ratio Prot 025 c029 cO.09 0.08 vIs Ratio Perm 0.24 0.16 0.00 0.04 w/c Ratio 0.74 0.76 0.50 0.88 0.00 0.14 0.06 Uniform Delay, d1 35.8 36.1 32.4 38.1 9.3 10.2 9.7 Progression Factor 1.00 1.00 1.00 1.00 1.00· 1.00 1.0.0 Incremental Delay, d2 37.6 2.9 5.0 8.1 0.0 0.3 0.2 elay (s} 73.4 39.0 37.4 46.2 9.4 10.5 9.9 Level of Service E D D D A B A ~f!lJ;?roadi Dela~ (s) 40.7 -45.9 10.5 . Approach LOS D D B lntersection Summary HCM Average Control Delay 38.3 HCM Level of Service D eM Volume to CaRaci!y: ratio OAO Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 InterseGtlon Ca aci!y: Utilization 54.2% leu Level of Service A Analysis Period (min) 15 c Critieal Cane Groull Mulberry/Mason 203 W. Mulberry 11/17/2012 Existing Condition_PM_2015 Eric L. Bracke, PE, PTOE Existing Condition_PM_2015 Page 1 Appendix ~ Mason and Mulberry Transportation impact Analysis ELB Engineering, LLC November 2012 SEMI TRUCK AND TRAILER (WB-SO) LEFT TURN ONTO DIVIDED ROADWAY ~ 7.50~ '2.50~ o 3.00O.OO::----"35~.50=-- ~0Y 00 3.00 12.50 WB-SO Feet TroctorWodth TroietWodth lroclorTrcct ircilerlrCX:k : 8.00 lock to lockrsre : 8.50 SteeringAntJc : 8.00 Articv!olino Ar'QIe : 8.50 : 6.00 : 17.70 :70.00 AASHTO 2004 (USI VEHICLE· AUTOTUK:N SOFTWARE SEMI TRUCK AND TRAILER (WB-SO) RIGHT TURN ONTO DIVIDED ROADWAY 1,,'1:ANf lA'lANE a'SHOUlDER WB-SO Feet TloctQ(Wdlh JroirJfW'ldth TfOClorTroct Iroleflrock : 8.00 Lock to Lock roe :8.50 Stet.~Angk: :8.00 NllcuklllogMg1e : 8.50 :6.00 .17.10 ,10.00 .v.$IiTO ~ (uS} vEHICLE - AUToru~N SOFl'INAR£ o 251 549 o 255 567 o 982 2254 o o 43.6 o o o o o o o o o o ~~ gJ ti...t T 't-~.... ~'" ~o ...• ;:r ...• :!~ ~-=~ ~.~ E-+ North ..-:;Im 2", 01:: ~1712012 04:30 PM 41171201205:11; PM rig s~ u 0", 0,.- 0.i . Unsnfted & "tI i~ ~§!: "0 ·l Left Thru T Ri ~ Peds Z7 112 24 0 c:::ID 163 ~ Out In TCJt$1 o 45.6 0.2 5.4 0.6 o 28 o 31 o 106 o o 6.2 o 188 22 o 155 14 o 738 80 o 90.2 9.8 o 43.4 4.7 o 210 439 o 169 387 o 818 1700 o o 48.1 NlA Out In Total ~ 1 *D@ 1 01 1 :Jtd TIvu 1 IC Left 4 01 Peds 01 '- r-r- -~ g'liJ T u~ ~~ 1-~ .- .•. f;o -' North --0 :r- I~[t-.}., F 2----) ~~~ Hi}: ~ I- 0l':h ! 141171201207:41171201200:30 15 AM AM I +r ~o :'" :p'i ~ 8~ fo., Unshifted _ 8'. .., " 3-0 ~i <D- '- ~..-. -~. ~ Left Thru T Riiltt r Peds 10 92 4 0 I c::=Q] ~ Cfool Out In Total M"",,"