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Home My WebLink AboutBeachwave Complex - Traffic StudyRef: 3799.01 TECHNICAL MEMORANDUM To: Dave Menzel, PE From: R. Sans Lassiter, PE Date: May 7, 2012 Subject: Beach Wave Complex — Traffic Impact Study INTRODUCTION Lassiter Transportation Group, Inc. (LTG) was retained by Extreme Fun, LLC to prepare a Traffic Impact Study (TIS) for the proposed Beach Wave Complex project which will be located on the west side of Astronaut Boulevard (SR AlA), just north of W. Central Boulevard in the City of Cape Canaveral. The project is anticipated to be built out in 2012 and will consist of a 16,880 square foot specialty retail building and an 11,200 square foot pharmacy with a drive -through. Access to the property will be provided via a full access driveway on Astronaut Boulevard and an existing full access driveway on W. Central Boulevard. The project location relative to the surround roadway network is depicted in Figure 1. A site plan prepared by mai Design Build is attached as Exhibit A. The 5.0 acre property is currently developed with a Family Entertainment Business. The trips p.m. peak -hour generated by the existing use will be credited against the trips generated by the proposed development in determining the future impacts. STUDY AREA The study area consists of the intersection of Astronaut Boulevard/W. Central Boulevard and the two project driveways. EXISTING ROADWAY ANALAYSIS P.M. peak -hour turning movements were conducted at the intersections of Astronaut Boulevard at W. Central Boulevard and Astronaut Boulevard at Imperial Boulevard on March 22, 2012. The turning movement count data is included in Exhibit B with the p.m. peak -hour traffic volumes depicted in Figure 2. 123 Live Oak Ave. )ayton w Beach, FL 32 Phone ' 86.257, 5 Fax 86, 57.6996 VVVVW.&c: ssitEr r nsporiafion,corn • ////,' • / , • / ,„..„ ieff Aui "." • if/4 '•• • I 1 • „ • ' • • • , rCnaverar: SO nCape Tyler Ave AVS '• ' ,„ • ".•,, ' • , • „ ,„ •, • „TajIor • • Scaltop Dr en-Cheek-DE1-1 Challenger Rd Atlanti Rd rE.:cheek Dr Christopher Columbus JettyDr !Oki urge king Project Location Tower <I, 14'• , Palms ; f SeaportShorewoodd HarborDrOak Ln •, 'Coral Dr lvd W 84bcisf31vd I • .1 I Blvd E Surf Dr er St Caroline St shington Ave amsAve Ave Madison-1,PN onipe::,Q,ve,-1 .„ Site Location & Surrounding Roadway Network Project No.: 3799.01 Figure 1 „App Lassitansportation Group Inc. Engineering and Planning 123 Live Oak Avenue — Daytona Beach, Florida 32114 Telephone: 386.257.2571 Fax: 386.257.6996 EB# 0009227 "dr' \ .--"-- \ •r \ ,F7 \ .• i Beach Wave Complex . . . . \ . \ . \ \ ,S kI NIX > >� 47 Dig os ( c xa \ \''' c.) 5 a 19# Fr 40 ,04'• (\b`s Beach Wave Complex N A -41,0.- NTS Existing P.M. Peak -Hour Turning Movements Lussite4ransportation Group: Inc. --= �- = Engineering and Planning Project No.: 3799.01 Figure 2 123 Live Oak Avenue — Daytona Beach, Florida 32114 Telephone: 386.257.2571 Fax: 386.257.6996 EB# 0009227 TECHNICAL MEMORANDUM May 7, 2012 Page 4 TRIP GENERATION The total trip generation for the development was determined using the trip generation rates contained in the Institute of Transportation Engineers (ITE) 8th edition of the Trip Generation Manual. As indicated in Table 1 the proposed development will generate 178 p.m. peak -hour trips. Table 1 P.M. Peak -Hour Trip Generation — Proposed Use Beach Wave Complex Time Period Land Use ITE Code Trip Generation Equation Size (ksf) Total Trips Percent Enter Percent Exit Trips Enter Trips Exit P.M. Peak- Hour Retail 814 T=2.40(X 2 .48 16.88 62 44% 56% 27 35 _§..pfcialty Pharmacy with Drive -Through 881 T=10.35(X) 1 .2 116 50% 50% 58 58 Totals: 178 85 93 Source: 1TE, Trip Generation, 8" Edition The trip generation for the existing use of the 5.0 acre property as a Multipurpose Recreational Facility, which is defined in the ITE Trip Generation Manual as a facility containing two or more of the following land uses combined at one site: miniature golf, batting cages, video arcade, bumber boats, go-carts and golf driving ranges, was determined using the trip generation rates contained in the ITE 8th edition of the IripGeneration Manual. As indicated in Table 2 the proposed development will generate 178 p.m. peak -hour trips. Table 2 P.M. Peak -Hour Trip Generation — Existing Use Beach Wave Complex Time Period Land Use ITE Code Trip Generation Equation Size (acres) Total Trips Percent Enter Percent Exit Trips Enter Trips Exit P.M. Peak- Hour Multipurpose Recreational FacilitA_ 435 T=5,77(X) 5.0 30 50°/0 50% 15 15 Source: 1TE, Trip Generation, 8 Edition The trips generated for the existing use were credited against the trips generated for the proposed use to determine the total new net trips associated with the proposed development. As indicated in Table 3, the proposed Beach Wave Complex will generate 148 new external p.m. peak -hour trips. Table 3 Net New Peak -Hour Trips Beach Wave Complex P.M. Peak -Hour Trips Total Enter Exit Proposed Use 178 85 93 Existing Use 30 15 15 New Net Trips 148 70 78 nsport don Group, inc. Zngineering and Plumy g TECHNICAL MEMORANDUM May 7, 2012 Page 5 TRIP DISTRIBUTION The process of determining the directional flow of traffic associated with a new development is called trip distribution. The Central Florida Regional Planning Model, developed for use in forecasting future travel patterns, was used to determine the trip distribution for this project. The process required editing the regional network to add one traffic analysis zone (TAZ) to represent the location of the project and its general orientation to the adjacent road network. The next step involved converting the land use data to socio-economic (S/E) data which the model uses in trip generation and distribution. The model structure was then run which resulted in producing trip productions and attractions (trip generation) which were then matched with complementary attractions and productions according to statistically determined trip lengths by trip purpose. The model results were manually modified to more accurately reflect the existing connection that the TAZ and associated land uses west of the proposed project has to the roadway network. The resulting model distribution is depicted in Figure 3 with the model plots (depicting the manual modification) included in Exhibit C. TRIP ASSIGNMENT The final step in the analysis was to assign the net new project traffic to the road network. Figure 4 graphically depicts the p.m. peak -hour traffic assignment for the development. SITE ACCESS EVALUATION The 2012 build -out traffic volumes, which consist of existing and the Beach Wave project traffic, were assigned to the driveways and study area intersection. Under build -out conditions, the proposed project will be accessible via an existing driveway on W. Central Boulevard and a proposed driveway on Astronaut Boulevard, opposite Imperial Boulevard. TURN LANE ANALYSIS Anticipated volumes for the build -out scenario at the proposed unrestricted access driveways on Astronaut Boulevard and W Central Boulevard were compared against NCHRP Report 457 warrant criteria to determine the need for turn lanes at each of the driveways. A left -turn lane is already provided via the existing bi-directional center turn lane at the Astronaut Boulevard entrance. A right -turn lane was found to be warranted at this driveway. A right- or left -turn lane was not warranted at the existing driveway intersecting W. Central Boulevard. The NCHRP turn lane warrant analyses are attached as Exhibit D. FOOT Standard Index No. 301 was utilized to determine that the required southbound right -turn deceleration dimension at the project driveway and Astronaut Boulevard using the design speed of 50 mph is 240 feet. Lass ans,portation Group, Inc. ,!,:ngineering and Planning D *46. ,fie, \� 4. o46. ek. c? s 4 o 4. Beach Wave Complex N A Alpo- NTS Project Distribution Lassxt — ransportation Group, Inc. ---...= Engineering and Planning Project No.: 3799.01 Figure 3 123 Live Oak Avenue — Daytona Beach, Florida 32114 Telephone: 386.257.2571 Fax: 386.257.6996 EB# 0009227 \0`%6 4 RI( <''' rt9u -----7 \ J 51 \ \ -, 'F'' \ ) F°\ v.) ��yy d, 7' •• �Z'1 J �� „--"--# \ e ‘, ...,o ..-- \ „--- \ 7- \ '.,• Beach Wave Complex • �,, 'o , •' acP'‘?? ( c �� ' J �� 7-#. Na \ 4,-\ ,..,.?, f • y o \ 7 f ) j q % 3x : `L'``�Y,A1' `), C. NO \F." ,09e ,,\1 rj ,tI iN � G �4' � D� • LEGEND: Trips Traffic X+(X)=XX Total - Project Existing P.M. Peak -Hour Project Traffic ENTER EXIT TOTAL 70 78 148 Beach Wave Complex N NTS Build -Out P.M. Peak -Hour Turning Movements A Lassit — ansportation Group, Inc. Engineering and Planning Project No.: 3799.01 Figure 4 123 Live Oak Avenue — Daytona Beach, Florida 32114 Telephone: 386.257.2571 Fax: 386.257.6996 EB# 0009227 TECHNICAL MEMORANDUM May 7, 2012 Page 8 CONCLUSION This study was conducted to evaluate the impact the proposed Beach Wave Complex would have on area roadways in Brevard County. The results of the study are summarized below: • The proposed Beach Wave Complex will replace an existing Multipurpose Recreational Facility and is comprised of a 16,880 square foot specialty retail building and an 11,200 square foot pharmacy with a drive - through. The proposed Beach Wave Complex will generate a total of 148 net p.m. peak -hour trips. • Using NCHRP Report 457, a southbound right -turn lane at Astronaut Boulevard and the project driveway was found to be warranted. Using the deceleration distance obtained from FDOT Standard Index No. 301, the turn lane length should be 240 feet in length, including the taper. • It is recommended that the existing median opening on W. Central Boulevard be widened approximately 20 feet on the eastern side of the project driveway to accommodate the left -out movement. Attachments: Exhibit A Preliminary Site Plan Exhibit B — Turning Movement Count Data Exhibit C CFRPM Model Distribution Exhibit D NCHRP Report 457 Warrant Study I affirm, by affixing my signature and seal below, that the findings contained herein are, to my knowledge, accurate and truthful and were developed using current procedures standard to the practice of professional engineering. Name: R Sans Lassiter, P.E. Signature: Florida PE License No.: 34868 Date: May 7, 2012 Lass r(flpOrtatOfl Engineering and Planning APPENDICES APPENDIX A Preliminary Site Plan XI it •r• air •� •r h�l►ti � � r•�••• i � 1• .• 01 re,011,3. • • •••••-(60. S. 02 ,4\t, T;• 6%)% aka • as• jair �_ �•alai ,� • • 1 � u $\ km WIN Ato F. gamig 2 ow Au oa r� `� �. 2"� g. m� .ter• MI231*" RtIg 4 adu OM - �.. Ma I* q°r . an - - �. ■I) _ PM We -- - 1an0 EIS s. a ° _ are -- e++a -- ors maw '1/41' mxrard gamy, A) .pair ram + . R'4 i .,1 if :� Firm .r4 - OG'�i . �.....- ... i inaa die �•-. 1 ...� p�,C a. M olit 4Pr, �1 L 1.•. • —. ,. •�+•11 ] MO A " e. .,17 Ta' N ar.b . 311 b �_. CC X 1" We --- 2 i�iP .r- --- 4M . o uiiszclip APPENDIX B Turning Movement Counts DE -TRAFFIC PH.386-341-41881FAX.386-749-9561 SR AlA AT WEST CENTRAL BLVD BREVARD COUNTY, FLORIDA Groups Printed- Automobiles - Commercial File Name : AlA at W Central Site Code : 00000001 Start Date : 3/22/2012 Page No : 1 SR AlA Southbound West Central Blvd Westbound SR AlA Northbound West Central Blvd Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 31 253 7 291 15 4 34 53 4 214 2 220 5 1 2 8 572 04:15 PM 34 273 8 315 13 3 37 53 9 249 2 260 8 3 5 16 644 04:30 PM 33 281 11 325 13 4 31 48 3 270 4 277 5 1 5 11 661 04:45 PM 27 258 11 296 11 4 24 39 6 259 5 270 4 2 4 10 615 Total 125 1065 37 1227 52 15 126 193 22 992 13 1027 22 7 16 45 2492 05:00 PM 05:15 PM 05:30 PM 05:45 PM 34 26 32 24 247 235 226 189 Total 116 897 Grand Total Apprch % Total % 241 10.6 5.2 1962 86.1 42.7 12 11 9 8 293 272 267 221 40 1053 77 2280 3.4 1.7 49.6 12 13 15 11 3 4 6 2 34 26 22 25 49 43 43 38 51 15 107 173 103 30 233 366 28.1 8.2 63.7 2.2 0.7 5.1 8.0 4 5 2 4 236 222 192 160 4 5 4 5 15 810 18 37 2.0 0.8 1802 96.4 39.2 244 232 198 169 843 31 1870 1.7 0.7 40.7 5 4 2 4 15 37 45.7 0.8 1 2 2 1 13 16.0 0.3 2 4 5 4 15 31 38.3 0.7 8 10 9 9 36 81 1.8 SR Al A Southbound West Central Blvd Westbound SR AlA Northbound West Central Blvd Eastbound Start Time _ Left I Thru Right I App. Total Left I Thru I Right! App. Total Left 1 Thru [ Right 1 App. Total Left1 Thru 1 Right I App. Total Peak Hour From 04:00 PM to 06:00 PM - Peak 1 of 1 Intersection 04:15 PM Volume 128 1059 42 Percent 10.4 86.2 3.4 04:30 Volume 33 281 11 Peak Factor High Int. 04:30 PM Volume 33 281 Peak Factor 1229 325 11 325 0.945 49 25.9 13 04:15 PM 13 14 7.4 4 126 66.7 31 189 48 3 37 53 0.892 22 2.1 3 1014 96.5 270 04:30 PM 3 270 15 1051 1.4 4 277 4 277 0.949 22 48.9 5 04:15 PM 8 7 15.6 1 16 35.6 5 45 11 3 5 16 0.703 594 557 517 437 2105 4597 Int. Total 2514 661 0.951 DE -TRAFFIC P H .385-341-4186/FAX.386-749-9551 SR MA AT WEST CENTRAL BLVD BREVARD COUNTY, FLORIDA Groups Printed- Commercial File Name : AlA at W Central Site Code : 00000001 Start Date : 3/22/2012 Page No : 2 SR Al A Southbound West Central Blvd Westbound SR AlA Northbound West Central Blvd Eastbound Start Time Left Thru Rght App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 0 04:15 PM 0 04:30 PM 0 04 :45 PM 0 7 4 5 4 0 0 0 0 7 4 5 4 1 0 0 0 0 1 0 0 2 2 0 0 3 3 0 0 0 0 0 0 13 7 9 5 0 0 0 0 13 7 9 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23 14 14 9 Total 0 20 0 20 1 1 4 6 0 34 0 34 0 0 0 0 60 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Grand Total Apprch % Total % 0 0 0 0 0 0 0.0 0.0 2 4 5 2 13 33 100.0 34.4 0 0 0 0 0 2 4 5 2 13 0 33 0.0 0.0 34.4 0 0 0 0 0 10.0 1.0 0 0 2 3 30.0 3.1 0 0 1 1 2 1 0 2 1 4 6 10 60.0 6.3 10.4 0 0 0 0 0 0 0.0 0.0 4 6 5 4 19 53 100.0 55.2 0 0 0 0 0 4 6 5 4 19 0 53 0.0 0.0 55.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 10 12 7 36 96 DE -TRAFFIC P H .386-341-4186/FAX.386-74g-9561 SR Al A AT WEST CENTRAL BLVD BREVARD COUNTY, FLORIDA Groups Printed- Peds File Name Site Code Start Date Page No Al A at W Central : 00000001 : 3/22/2012 :3 SR Al A Southbound West Central Blvd Westbound SR MA Northbound West Central Blvd Eastbound Start Time Left Thru Right Peds App' Total Left Thru Right Peds App' Total Left Thru Right Peds App' Total Left Thru Right Peds App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:45 PM Total 05:00 PM 05:15 PM 05:30 PM 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 1 1 1 2 2 Total 0 0 0 1 Grand Total Apprch % Total % 1 o 0 0 0 2 2 0.0 0.0 0.0 100.0 0.0 0.0 0.0 33.3 33.3 0 0 0 01 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0 0 2 21 0 0 0.0 0.0 0 2 0.0 100.0 0.0 33.3 2 33.3 0 0.0 0.0 0 0 0 0.0 0.0 2 2I 5 0 2 0.0 100.0 0.0 33.3 2 33.3 6 DE -TRAFFIC P H .386-341-4186/FAX.386-740-9661 SR AlA AT IMPERIAL BLVD BREVARD COUNTY, FLORIDA Grouos Printed- Automobiles - Commercial File Name : AlA at Imperial Site Code : 00000002 Start Date : 3/22/2012 Page No : 1 SR Al A Southbound Imperial Boulevard Westbound SR Al A Northbound N/A Eastbound , Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00PM 6 04:15PM 1 04:30 PM 1 04:45 PM 2 0 0 0 0 0 0 0 0 6 1 1 2 1 1 0 1 0 0 0 0 7 14 6 11 8 15 6 12 0 0 0 0 0 0 0 0 1 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15 16 8 14 Total 10 0 0 10 3 0 38 41 0 0 2 2 0 0 0 0 53 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Grand Total Apprch % Total % 2 4 2 3 11 21 100.0 17.2 0 0 0 0 0 0 0.0 0.0 0 0 0 0 0 0 0.0 0.0 2 4 2 3 11 21 17.2 0 2 0 1 3 6 6.3 4.9 0 0 0 0 0 0 0.0 0.0 16 15 12 9 52 90 93.8 73.8 16 17 12 10 55 96 78.7 0 0 0 0 0 0 0.0 0.0 0 0 0 0 0 0 0.0 0.0 0 1 1 1 3 5 100.0 4.1 0 1 1 1 3 5 4.1 0 0 0 0 0 0 0.0 0.0 0 0 0 0 0 0 0.0 0.0 0 0 0 0 0 0 0.0 0.0 0 0 0 0 0 0 0.0 SR AlA Southbound Imperial Boulevard Westbound SR Al A Northbound N/A Eastbound Start Time Left Thru i Right i App. Total Left Thru 1 Right I App. Total Left I Thru I Right I App. Total Left' Thru 1 Right I App. Total Peak Hour From 04:00 PM to 06:00 PM - Peak 1 of 1 Intersection 04:45 PM Volume 10 0 0 Percent 100.0 0.0 0.0 05:15 Volume 4 0 0 Peak Factor High Int. 05:15 PM Volume 4 0 0 Peak Factor 10 4 4 0.625 3 5.3 2 05:15 PM 2 0 0.0 0 54 94.7 15 57 17 0 15 17 0.838 0 0.0 0 0 0.0 0 05:15 PM 0 0 2 100.0 1 1 2 1 1 0.500 o o 0 0.0 0.0 0.0 0 0 0 0 3:45:00 PM 0 18 22 15 14 69 122 Int. Total 69 22 0.784 DE-TRAFF1C PH.386-341-4186/FAX.386-740-9561 SR AlA AT IMPERIAL BLVD BREVARD COUNTY, FLORIDA Groups Printed- Commercial File Name : Al A at Imperial Site Code : 00000002 Start Date : 3/22/2012 Page No : 2 SR Al A Southbound Imperial Boulevard Westbound SR Al A Northbound N/A Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00P M 2 0 0 2 04:15 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 1 Total 2 0 0 05:30 PM 0 0 0 21 0 0 1 01 0 0 1 1 0 0 11 0 0 0 0 0I 0 0 0 0I 3 01 0 0 0 0I 1 Total 0 0 0 Grand Total Apprch % Total % 2 100.0 50.0 01 0 0 0 2 0.0 0.0 0.0 0.0 50.0 0 1 1I o 0 0 0 2 2 0.0 0.0 100.0 0.0 0.0 50.0 50.0 0 0.0 0.0 0.0 0.0 0 0I 0 0 0 01 1 0 0 0.0 0.0 0 0.0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 DE -TRAFFIC P H .386-341-4186/FAX.386-746-9561 SR MA AT IMPERIAL BLVD BREVARD COUNTY, FLORIDA G rouas Printed- Peds File Name : AlA at Imperial Site Code : 00000002 Start Date : 3/22/2012 Page No : 3 SR AlA Southbound Imperial Boulevard Westbound SR Al A Northbound N/A Eastbound Start Time Left Thru Right Peds App' Total Left Thru Right Peds App' Total Left Thru Right Peds API/Left Total Thru Right Peds App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:45 PM Total 05:00 PM 05:15 PM 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0oI 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 1 0 0 0 0 1 1 1 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0 1 0 0 0 0 0 1 Total 0 0 0 1 Grand Total Apprch % Total % 11 0 0 0 0 2 2 0.0 0.0 0.0 100.0 0.0 0.0 0.0 50.0 50.0 0 0 0 01 o 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 1 0 0 0 2 0.0 0.0 0.0 100.0 0.0 0.0 0.0 50.0 11 0 2 50.0 0 0.0 0.0 0 0 0 0I 2 0 0.0 0.0 0 0 0 0.0 0.0 0.0 0.0 0.0 4 111,11,1,1,1,1,1,1,1,1,1,1,i1,1,1,1,1,1,1,1,11 111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111110000mmwmommun 11111,,11111111111111111111)111111111 1111111111111111111 111111 1111111 1,111,1,1,1,1,1,1,1,1111111111111111111,11111111111111111111111111111111111111111111111111111,1,1111111111111111111111111111111111111111111111,11111111111111111111 111111111111111111111 1 1'1'1'1'1'1'1'1'1'1'1'1'1'11'1'1' 11111111 11' 1111 111111111II11111II1I111I1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 III mm1111111))),1,1,11,11111111,11,11111111111111111!Illmmmmmmmmommmmmmmmmmmmmmmmmmmmmmmmmmmmml 1111111111111111111111111111111111111 01,1,11 M11,1,MMI,I,MIlmmmmmm11111111 111 J11)11111111111111111111111,11,1,11111 111111111111111111111111 11111111111111111111111111111111 111111111111111111111111111111111111111111111111000001 • SR Al A NB Approach to West Central Blvd „„„ West Central Blvd EB Approach to SR Al A 299 Mcgregor Rd. DeLand, FL 32720 111111111111111111111111111111111111111111111111111111111111111111111111111111111111JJJJ 11111111ffiffiffiffiffiww-11010 11111111 11111111,101i 1 11111111 1111111111 11111111 SR Al A SB Approach to West Central Blvd 1110011,,11, V10001011V000000000000000000000000001001 11111111111111111111111c111111111111111111111111111111111111111101111111!111111111111111111111111ili111111111111111111111111111111111111111111111111111111 Itli: ,, 11 ‘ Ili ) '111, ' lilltif 1 /11#111' ) ( Kel e or\ NI 1 1,11111Pi) igin I, , ,ffe aiLiI ivoyhoo0000100001101fil ( 11111111111111"'" 11111'111111111111111111111111111111111111111111111111111111':' 1111 1111111111111111111111111 11111111ft 111111111111111111111111110111111111111111111111111111111111,vjmjjj,111111 null eit1re4"1"4" 10101014. Blvd WB Approach to SR Al A SR A 1 A NB Approach to Imperial Blvd mperial Blvd WB Approach to SR A l A SR Al A SB Approach to Imperial Blvd Pictures of Locations www.de-traffic.com 299 Mcgregor Rd. DeLand, FL 32720 Telephone: (386) 341-4186 Brevard bounty Prod ect Number: L2004-307 Page Number: APPENDIX C CFRMP Model Distribution 19 16 Relocate Centroid Connector from here to here .A I, Beach Wave Complex ILIA I! NTS C.) CFRMP Modified Model Distribution Project No.: 3799.01 Exhibit: C La , it a sportation Group, Inc. Engineering and Planning 123 Live Oak Avenue * Daytona Beach, Florida 32114 Telephone: 386.257.2571 Fax: 386.257.6996 EB# 0009227 APPENDIX D NCHRP Report 457 Warrant Study Astronaut Boulevard at Project Drive Figure 2 - 6. Guideline for determining the need for a major -road right -turn bay at a two-way stop -controlled intersection. INPUT Roadway geometry: 4-lane roadway fl Variable Value Major -road speed, mph: Major -road volume (one direction), veh/h: wwil Right -turn volume, veh/h: ... OUTPUT Variable Value Limiting right -turn volume, veh/h: 20 Guidance for determining the need for a major -road right -turn bay for a 4-lane roadway: Add right -turn hay. 140 [Add right - turn bay 120 > ac 100 :1 80 60 C 40 20 N, NININN Ce 0 - 200 400 600 800 1000 1200 1400 1600 Major -Road Volume (one direction), veh/h W. Central Boulevard at Project Driveway Figure 2 - 5. Guideline for determining the need for a major -road left -turn bay at a two-way stop -controlled intersection. 2-lane roadway (English) INPUT Variable 85th percentile speed, mph: Percent of left -turns in advancing volume (VA %: Advancing volume (VA), veh/h: Opposing volume (V0), vehfh: OUTPUT Value Variable Value Limiting advancing volume (VA), vehih: 549 Guidance for determining the need for a major -road left -turn bay: Left -turn treatment NOT warranted. CALIBRATION CONSTANTS Variable Average time for making left -turn, s: Critical headway, s: Average time for left -turn vehicle to clear the advancing lane, s: Value Opposing Volume 800 700 600 500 400 300 200 100 0- 0 Left -turn treatment warranted. Left -turn treatment not wapr nted. 100 200 300 400 500 600 700 Advancing Volume (VA), velith W Central Boulevard at Project Drive Figure 2 - 6. Guideline for determining the need for a major -road right -turn bay at a two-way stop -controlled intersection. INPUT Roadway geometry: 4-lane roadway Variable Value Major -road speed, mph: MOO Major -road volume (one direction), vehih: Right -turn volume, veh/h: 1111 OUTPUT Variable Value Limiting right -turn volume, veh/h: 6128396 Guidance for determining the need for a major -road right -turn bay for a 4-lane roadway: Do NOT add right -turn bay. Right -Turn Volume, veh 140 120 100 80 60 - 40 20 0 200 400 600 800 1000 1200 1400 1600 Major -Road Volume (one direction), veh/h