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North Gateway-SY090305
~D~ BAIRD, HAMPTON & BROWN, INC. (=.J D L=.J ENGINEERING & SURVEYING TRAFFIC IMPACT ANALYSIS for the THE NORTH GATEWAY CENTER ADDITION in the CITY OF COPPEll, TEXAS March 5, 2009 The purposes of this study it to address the following issues: · To quantify the traffic generated by The Gateway Plaza restaurant / retail/office development located at the northwest corner of Denton Tap Road & SH-121, Coppell, TX. · To determine whether or not a right-turn deceleration lane is required for any of the proposed driveways on Denton Tap Road or SH-121. Site Characteristics: The proposed 12.36-acre development is located on Lots 1 through 9, Block 1 of the North Gateway Center Addition in Coppell, TX at the northwest corner of the intersection of SH-121 & Denton Tap Road. Construction for this development is anticipated to begin by July 2009. Initially, Lots 5 and 9 will be constructed with the necessary infrastructure to support their development. Subsequently, the remaining lots will be constructed as buyers purchase the property. The Table below summarizes the proposed uses and site characteristics. Table 1. Pror: osed Development Uses Lot Building Proposed Use Area Area Medical Lot # (SF) (SF) Retail Restaurant Office Office 1 69,666 9,000 50% 50% 2 47,532 4,800 100% 3 114,558 20,000 50% 50% 4 35,142 2,800 100% 5 90,051 6,468 100% 6 40,344 2,800 100% 7 42,826 7,000 65% 35% 8 27,647 4,000 100% 9 70,743 8,100 50% 50% Total 538,509 64,968 Drive locations I Site Plan: SH-121 is a six lane divided highway with frontage roads on either side. The frontage road adjacent to the proposed site is three lanes with a speed limit of fifty-five miles per hour (55 DELIVERING INNOVATIVE DESIGN SOLUTIONS 4550 SH 360, Suite 180 Grapevine, TX 76051 / Ph: 817-251-8550 Fax: 817-251-8810 www.bhbinc.com ~D~ BAIRD, HAMPTON & BROWN, INC. c.=..J D ~ ENGINEERING & SURVEYING Traffic Impact Analysis The North Gateway Center Addition March 5, 2009 Page 2 of 6 MPH). Denton Tap Road is a six lane divided road with a posted speed limit of forty five miles per hour (45 MPH). The proposed project has three concrete driveways, one along SH-121 and two along Denton Tap Road. The overall development will have five points of access; two driveways on Denton Tap Road, one driveway on SH-121, and two common access drives to future development west of the proposed project. The proposed driveway along SH-121 is located approximately four hundred sixty feet (460') from the intersection with Denton Tap Road. Two driveways are proposed on Denton Tap Road, one approximately four hundred feet north of the intersection with SH-121. The second driveway on Denton Tap Road is roughly eight hundred forty feet (840') from the intersection of sh-121 and aligns with an existing signalized intersection at Highland Drive. Please refer to The Gateway Plaza Site Plan at the end of this report for the scope of construction related to this development. The proposed driveway accessing the SH-121 ROW will allow right in and right out only traffic. The proposed northern Denton Tap Road driveway is centered at an existing signalized intersection at Highland Drive. This driveway will allow left and right turn traffic from Denton Tap Road and Through Traffic from Highland Drive. Additionally, this driveway will allow Left turn, right turn, and through traffic leaving the proposed development. The proposed Southern driveway aligns with an existing restricted median opening. This driveway will allow left and right turn traffic from Denton Tap Road but will be restricted to right out only leaving the proposed development. Left turn traffic leaving the proposed development from this driveway is not provided. Trip Generation and Distribution Tables: The number of vehicle trips generated by the proposed restaurant / retail / office development are estimated based on the trip generation rates and fitted curve equations found in the publication Trip Generation, Seventh Edition, by the Institute of Transportation Engineers and is summarized in Tables 2 and 3 below. Please refer to the enclosed ITE Trip Generation Sheets for General Office Building, Medical/Dental Office Building, Specialty Retail Center, High- Turnover (Sit-Down) Restaurant, and Fast Food Restaurant with Drive through Window. DELIVERING INNOVATIVE DESIGN SOLUTIONS 4550 SH 360, Suite 180 Grapevine, TX 76051/ Ph: 817-251-8550 Fax: 817-251-8810 www.bhbinc.com ~D~ BAIRD, HAMPTON & BROWN, lNC. (=.J D ~ ENGINEERING & SURVEYING Traffic Impact Analysis The North Gateway Center Addition March 5, 2009 Page 3 of 6 Table 2. Proposed Development Trip Generation Rates ITE Directional land Use Code Eauations SDlit AveraQe Weekday LN(T)=0.77LN(X) + 3.65 50 / 50 General 710 AM Peak Hour LN(T)=0.80LN(X) + 1.55 88 / 12 Office PM Peak Hour T=1.21(X) + 78.81 17 / 83 AveraQe Weekday T=40.89(X) - 214.97 50 / 50 Medical-Dental 720 AM Peak T=3.49(X) + 5.25 66 / 34 Office Building PM Peak T=4.43(X) + 0.48 40 / 60 AveraQe Weekday T=42.78(X) + 37.66 50 / 50 Specialty 814 AM Peak T=4.91(X) + 115.59 48 / 52 Retail Center PM Peak * T=5.02(X) 56 / 44 High Turnover AveraQe Weekday * T=127.15(X) 50 / 50 (Sit-Down) 932 AM Peak * T=13.53(X) 52 / 48 Restaurant PM Peak * T=18.8(X) 55 / 45 Fast-Food Averaae Weekday * T=496.12(X) 50 / 50 Restaurant AM Peak * T=54.8HX) 51 / 49 with Drive- 934 Through Window PM Peak * T=46.68(X) 52 / 48 * - No Equation Given. Average Rate Used The number of trips estimated using the rates shown in Table 2 (above) for A.M., P.M. peak hours as well as the Average Day are shown in Table 3 (below): DELIVERING INNOVATIVE DESIGN SOLUTIONS 4550 SH 360, Suite 180 Grapevine, TX 76051/ Ph: 817-251-8550 Fax: 817-251-8810 www.bhbinc.com ~D~ BAIRD, HAMPTON & BROWN, INC. c=J D L=J ENGINEERING & SURVEYING Traffic Impact Analysis The North Gateway Center Addition March 5, 2009 Page 4 of 6 Table 3. Estimated Trip Generation Square AM Peak Hour PM Peak Hour Avera~e Weekday Land Use Footage Enterina Existing Total Entering Existing Total Enterin~ Existin~ Total General 18,550 43 6 49 17 84 101 182 182 365 Office Medical-Dental 18,050 45 23 68 32 48 80 262 262 523 Office Building Specialty 4,550 66 72 138 13 10 23 116 116 232 Retail Center High Turnover 18,218 {Sit-Down} 128 118 246 188 154 342 1158 1158 2316 Restaurant Fast-Food Restaurant with Drive- 5,600 157 150 307 136 125 261 1389 1389 2778 Through Window Based upon current traffic volumes for SH-121 and Denton Tap Road, we anticipate that 45% of the traffic to this site will access the site from the SH-121 traffic stream. Additionally, we anticipate that due to the proximity of Highland drive to the North driveway on Denton Tap road, that a greater portion of the traffic will access the development from the northern driveway on Denton Tap road. However, the access to the development from both Northbound and Southbound traffic can access the development from either driveway along Denton Tap Road. Finally, we anticipate that a small portion of the vehicles accessing this development will do so from cross access connections. If developed as anticipated, we propose that approximately 45% of the trips generated by this development will use the S.H. 121 driveway, 20% by the southern Denton Tap driveway, 25% by the Northern Denton Tap Driveway, 5% by each of the common access drives. Traffic distribution percentages are shown in Table 4 (below) which presents the traffic volumes for each of the five points of access during peak hours and on average weekdays. DELIVERING INNOVATIVE DESIGN SOLUTIONS 4550 SH 360, Suite 180 Grapevine, TX 76051 / Ph: 817-251-8550 Fax: 817-251-8810 www.bhbinc.com ~D~ BAIRD, HAMPTON & BROWN, INC. c.=.J D L..=J ENGINEERING & SURVEYING Traffic Impact Analysis The North Gateway Center Addition March 5, 2009 Page 5 of 6 Table 4. Anticipated Peak Hour Driveway Volumes SH-121 SBFR North South South Common North Common Driveway (45%) Denton Tap Denton Tap Access Drive Access Drive Drivewa (25%) Drivewa (20%) (5%) (5%) Entering Exiting Entering Exiting Entering Exiting Entering Exiting Entering Exiting A.M. Peak 198 166 110 92 88 74 22 18 22 18 Hour P.M. Peak 174 190 97 106 77 84 19 21 19 21 Hour Average 1,398 1,398 777 777 621 621 155 155 155 155 Weekday Traffic entering and exiting the Denton Tap Driveways stem from north and south-bound traffic on Denton Tap Road. It has been assumed that south-bound / north-bound vehicles contribute a 50% / 50% directional split for these driveways. Table 5 (below) stipulates the directional split traffic for the each of the proposed access locations, and summarizes the requirements for a deceleration lane based on the TxDOT Access Management Manual. Table 5. Deceleration Lane Requirements Peak Hour Directional Entering Turn Lane Split % (veh/hr) Reauired?** Driveway 'A' SH-121 100% 198 Yes Driveway 'B' Denton Tap Road North From SB Traffic 50% 55 No Driveway 'B' Denton Tap Road North from NB Traffic 50% 55 No Driveway 'C' Denton Tap Road North From SB Traffic 50% 44 No Driveway 'C' Denton Tap Road North From SB Traffic 50% 44 No ** Based on TXDOT Access Management Manual Conclusion and Recommendations: The Traffic Impact Analysis indicates that the traffic impact for the proposed development, using 3 main drives and 2 cross access drives, is within TxDOT standards. The driveway access to SH-121 will require a deceleration lane since it exceeds the threshold of fifty (50) trips per hour. However, the access locations from Denton Tap fall below the threshold warranting a deceleration lane. None of the anticipated peak hour driveway volumes for the access from Denton Tap Road exceed sixty (60) trips per hour, and will therefore do not require a deceleration lane. DELIVERING INNOVATIVE DESIGN SOLUTIONS 4550 SH 360, Suite 180 Grapevine, TX 76051/ Ph: 817-251-8550 Fax: 817-251-8810 www.bhbinc.com ~D~ BAIRD, HAMPTON & BROWN, INC. c.=.J D L..::::J ENGINEERING & SURVEYING Traffic Impact Analysis The North Gateway Center Addition March 5, 2009 Page 6 of 6 Sincerely, BAIRD, HAMPTON & BROWN, INC. CC: The North Gateway Center Concept Site Plan ITE Trip Generation Sheets for: General Office Building, Medical-Dental Office Building, Specialty Retail Center, High-Turnover (Sit-Down) Restaurant, and Fast Food Restaurant with Drive-Through Window. Tom Wouters - Realty Capital Corporation Konstantine Bakintas, P.E. - BHB Engineering & Surveying, Inc. Enclosure: DELIVERING INNOVATIVE DESIGN SOLUTIONS 4550 SH 360, Suite 180 Grapevine, TX 76051/ Ph: 817-251-8550 Fax: 817-251-8810 www.bhbinc.com ~~~'='..- Ou "5 .~UI ~r::J~ ':IUI 'u.Io.iB :v 'Jll!IllI - c - .............~.~~ et'tl-toh-ut -J ~L1' _1 K'DIl. 11 ~ CX)Z "1!"S '1S V!GfI II NOU'flIOdHO:> 1V~ldV:> .u 1WH 000< '.. '''J I .. I 1M! 1M! SYX3~'1131ddO:> ""'" - .... """'""" aVOH dV~ NO~N3Ia 'I ~z:~ HS l.LWO SNQSII\]lI 'ON V )1:>018 '6'~ S~01 """, ~~llWWJ.AlO:lM I H3I~N3I:> AVM3I~V9 H~HON NY1d 31~IS ~d3l:>NO:> ~i;'iliil Iril.~tll !~Ii : i ~ t ... 0 ; ~":' .u I z I- e C <>ii _l:i _ ~i I >I~! ..-...... ........ !e .' I ~ H>: - - - - ..- 8~ d! ~ . J . . . _ illt I 1 .-~.;;.-.".'1..~' I !I: .; ~ H - I', i I Ii r ~ H h ] I I; I e. ~ Hg~m;~m;~d~i! ~ .~i II il II , ".. 1 ...,,,,j I I dll;;fi !Rr nl~ ;1,IRsil l.lhA9r KN~I;I ;i~;II!I J."""."""". . . pi dl- ,u~um ~ j :1 5!: ~ ! . . , r""""""-"" jll;;:!P1!il!;HI~t8 -Il. ..~ nl HI" .UUHHI; .....,..;...........-. ...Ill PI ip j,j i~i I:~ 1'1\ I I' ~ 1 l. 1 ~ I " I ! i!l" 1 r ~ I" J ~ I ~ ~i .~H~~H... .....::...':!ri..ri2i1 Jil'li~lIl~':;~~~ !' . :0 1tt 1l!i1l1l!i1l!i ~ J 'H U un ~mm~m f!.~mmm .~H;;iI!iH.' .l'J.,:::;:!~~;~ ~mmml ir ", ,,,,,,, !! W~'HH LH~~~~H~ ;-""...... .i HmUl l-wu~i~ ! jid ! ' h~ :. ;11 ~ ~/ II II I ! i / .' ~ 0 j- L il ~ ~!.mmm~ .2..~...1ll..::..."'~ ~:....:.........L..:..J General Office Building (710) I 1 , I :1' ~ i , ~ I, I' I I II' 'I!I I" I Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday Number of Studies: 78 Average 1000 Sq. Feet GFA: 199 Directional Distribution: 50% entering, 50% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates I I I j r 'r; . I , . 'I 4 Standard Deviation 11.01 3.58 - 28.80 6.13 Data Plot and Equation i: 15,000 14,000 13,000 12,000 11,000 III "0 10,000 r:: W C- .t: 9,000 I- (I) (3 8,000 E (I) > 7,000 (I) Cl !!! 6,000 (I) ~ II 5,000 I- 4,000 3,000 2,000 1,000 0 0 ,I:, L. .r: \ r I, {; l \t i ~ i ,I!il Ij'lhf t 1~li, : .11 iI ~ I , i III t I, : I ; ':1 ~ :1 I III!,\I, I,..', I' I il~ :, III I' , l :lj . . . . . : . . . . . ; . . . . . : . . . . . ~. . . . . .:. . . . . .:. . . . . .:. . . . . .:. . . . . .:. . . . . . x. . . . . : . . . . . : ,','>'/ , , . , . . , , , , I )- - - -.... - -. -. - - -.. ~ - - -. - -'- -. - - .'. - - - - .'- - -. - .'. - - -. .'. - -. - .'. - - - - -'- - - - - -... - -/-/-....~~. - - -- . , - . - - - J _ . _ _ _ . _ _ _ _ _ J - - . - - .' _ _ _ _ _ .' _ _ _ _ _ .'. . _ _ _ .', _ _ _ _ _ '. _ _ _ _ _ '. _ _ _ . _ '. _ _ _ _ /_,1:(~ _ _ _ _ 1 _ _ _ _ _ , . . , , ';, . . . /",// . - - - - - t _ _ _ _ _ J _ _ _ _ _ J - - - -. .', _ _ _. .'.. _ _ _ .'. _ _. _ .'. _ _.. .'. _ _ _ _ .'. _ _. _.J<< _ _ _ _ _ \.. _ _. _ _ l _. _ __ . , : : : : : : : ////: ' , . - - - 0 . . . - 0 - -.. 0 - .' . - 0 - . .' . _ _ . _ _: _ _ . . _ .'. _ " _ _ _;_ 0 0 0 0 "'_ 0 0 0 :/-/:Y"-: _ " _ . :. 0 0 . _ _ :_ 0 0 _ 0 _ ~ _ 0 0 0 0 , , l , , . , ,//, , , , o 0 - - - ; 0 0 " - . : 0 0 " - - ~ 0 _ . . _ 0; 0 _ _ _ _ _: _ . _ 0 0 ": _ _ _ _ x _; _ 0 _ 0 . ; ~r/ _ . 0 0 :_ _ _ . 0 0 :- " _ . . _ ; 0 . _ _ 0 : 0 0 _ _ _ , ' , , , , . , , , , '/' , , , , 000" _ _ 0 0 0 _ -. _ _ _ _ _ 00 _ _ _ _ 0 0.0 _ _ _ _ 0 0 0 _ 0 _ _ _ 0 0 0 0" _..000 _ _ _. 0"" _ _ 0 0 _ 0000 _ _ _ 0 0 0 _ O. _. . . , , . , '/ ' , , , , ," , , , , , , '/" '" - - - - - ; .. - - . ~. - 0 _ _ _, _ . . _ . _, _ _ 0 _ _ _,' _ . . . ~~'/'/_ _ _ ',' _ . _ _ ',' . _ 0 _ " _ _" _ . ,_ _ _ _. ''- . _ _ . .; . . . __ / ' , , , , ,/, , , , , , , - . . . - ~ - - . . 0 ~ - - . . - ~ - . . . . ': - - - . . ': ~; //" - _:' - x . . ", . - . - -: - - . . " _ ;_ . _ 0 _ . :_ _ _ 0 _ _ : _ . 0 0 _ : . . . 0 0 . . . . . ' . . . x : . . . . . ;x)c;/'~ . x . ... . . K . . . . ... . . . .: . . . . . . . . . . . : . . . . . ' . . . . . , , , // x' , , , , , , l , Xx ,~/ :x . x: . , . . . , - - . . . . - - . . . ~ - - . ;/0 ~ - . . . . ",0_ - . . 0, - - - - - -,_ . . . - ":0 - x' . . ,- " - . - 0,_ - . . . 0,_ . . _ 0 _ ,. _ . 0 _ 0 T _ . _ . _ . - - .. - - - - - -, - . - - 0 _, _ _ _ _ _ _,. _ 0 _ _ _ ,. _ _ . . _ ,_ . _ _ . . .. _ _ . . . ~ _ _ _ _ _ . _ _ _ 0 . 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 x = 1000 Sq. Feet Gross Floor Area X Actual Data Points Fitted Curve - - - - -- Average Rate Fitted Curve Equation: Ln(T) = o.n Ln(X) + 3.65 R2 = 0.80 Trip Generation, 7th Edition 1158 Institute of Transportation Engineers - . General Office Building (710) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday, A.M. Peak Hour Number of Studies: 217 Average 1000 Sq. Feet GFA: 223 Directional Distribution: 88% entering, 12% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates Standard Deviation 1.55 5.98 1.39 0.60 Data Plot and Equation 4,000 en '1:l c: W C- .;:: I- Q) (j :2 Q) > Q) Cl ~ Q) > <( \I I- / / / / / / / / / / / / / ~/ / /~>~/ '- - - - - - - - - - - - - - - - - - - - - - - - - - / / / / / / / / / / / / / / / , / 2,000 - - - - - - - - - - - - - - - - - - - - - - - - - -, - - - - - - ~ / - - - / / / , / : /,/ ,/ /-:,x / /'/ : //s: / 1,000 - - - - - - - - - X - - - - -/~ - - - - - - -, - - - - - - - 5<- - - - - - - - - - - - - - - - - - ,- - - - - - - - - - - - - - - - - - - - - - - - - - X ,,,X/ X -;:'/ 3,000 - - - - - - - - - - - - - - - - - - - - o .. -.. - - - - - -... - - - - -... - - -- X X o X X o 1000 2000 3000 x = 1000 Sq. Feet Gross Floor Area X Actual Data Points Fitted Curve - - - - - - Average Rate Fitted Curve Equation: Ln(T) = 0.80 Ln(X) + 1.55 R2 = 0.83 Trip Generation, 7th Edition 1159 Institute of Transportation Engineers 1" I, j, 'ij'"., .1 L 1 il I ,! Jiil , ,II . I "'I II 11 ~ I; J u: '! 1I , ~I . it II I' I 'II I ,t t :1 '1:\ ~ .1' , ' ii'!" I I r II ~, Ii I I I I Ij 'll I General Office Building (710) It el I' I' Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday, P.M. Peak Hour Number of Studies: 235 Average 1000 Sq. Feet GFA: 216 Directional Distribution: 17% entering, 83% exiting I ;1 Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates Standard Deviation I! l' 1.49 0.49 6.39 1.37 Data Plot and Equation 4,000 ~'I 3,000 - - - - - - - - - - - - x ~ II 'I ! i en "C c: W .9- .= Q) C3 :E Q) > Q) Cl al CD ~ II I- 2,000 - - - - - - - - - - - - - - - - - 'I ,[II ~ , LJ I It 1,000 x x 1/1 ,I I -, -" x x I o II o 1000 2000 3000 I- "II 1, x = 1000 Sq. Feet Gross Floor Area X Actual Data Points Fitted Curve - - - - -- Average Rate Fitted Curve Equation: T = 1.12(X) + 78.81 R2 = 0.82 , 11r' " ~ Trip Generation, 7th Edition 1160 Institute of Transportation Engineers Ill! I - Medical-Dental Office Building (720 ) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday Number of Studies: 10 Average 1000 Sq. Feet GFA: 45 Directional Distribution: 50% entering, 50% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate 36.13 Range of Rates 23.16 - 50.51 Standard Deviation 10.18 Data Plot and Equation 5,000 <Jl "0 C W 0. ~ Q) "0 :c Q) > Q) Cl ca .... Q) ~ II f- x 4,000 _ _ _ _ _ .'.. _ _ _ _ J. _ _ _. .'. _. _. _ .'. _ _ _ _ _ l. _ _ _ _ .'. _. _ _ _ J - - - - - .'. - - - - - .'. - - - - -..- . , , . . , . , , I 3,000 . . - - - - - -. - -- . . ",.' , . - - - - -: - - - - - -:- - - - - - -:- - - - - - ~ - - - ~,->>/ - - -' - - - - - -, - - - - - -'- - - - -- . . . - - - - - - - - - - - - - - - - -- . . . 2,000 - - - - - -:- - - - - -; - - - - - -:- - - - - - -:- - - -x-:-- >.< 1,000 . . ,,//': . . . . . . _ _ _ _ _ _. _ _ _ _ _ _ ~ ~ ~; ,>' - ~ - - - x_ -: - x - - - - ; - - - - - -: - - - - - - ~ - - - - - -:- - - - - - -: - - - - - - ~ - - - , /",," ~//// o o 10 20 30 40 50 60 70 80 90 100 110 120 x = 1000 Sq. Feet Gross Floor Area X Actual Data Points Fitted Curve - - - - -- Average Rate Fitted Curve Equation: T = 40.89(X) - 214.97 R2 = 0.90 Trip Generation, 7th Edition 1190 Institute of Transportation Engineers -- - Medical-Dental Office Building (720 ) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday, A.M. Peak Hour of Generator Number of Studies: 16 Average 1000 Sq. Feet GFA: 40 Directional Distribution: 66% entering, 34% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates Standard Deviation 3.62 1.21 7.49 2.38 Data Plot and Equation 700 x 600 ". " " - -.. - - - -.. - - -. - - -...- , , , . , , , , , . , . - " - - - " - - - - ~ - - - - ." - - - ", - ;/ - . , , . - - - -. - - - - - - - - -.. - -- . , , . " " '/ , , , 500 ." .,. . . ",. . . .'- , , , , ""..:-",.:.>/~/..",...... ..- : ",."'/, , , . , , . . - - - - - - - - - - - -. - - - - - -. -. - - - - -. - - - - - - -- . "'" Ul "0 c:: W a. .>: I- a> ~ .s:::. a> > a> Cl <ll Qj > <( II I- 400 .. v . . , , ",./ . , . , . . . ~ . , , .:. ~>~>< . . . , ,', . . . , , . . . '. . . . """,'/ 300 ". .,. , " ,. .. '. . . . ',' . . . " . - - ~.;.... '" - . ~ - x: , , / ...//~ , , 200 ,.,..--.--.. , , , - - - - - -. - - - - -. , , , , , , - - - - - -. - - - - - -- , , , . , , , . - - - - - - -. - - -.. -- . . , , , , , - -.. - - - - -..... - -- , , , : x x 100 .."....",. ... .'.." -'... ,>0:". . . " "" - - - - -.. - - - - - - - - - -. - - - - -. - - - - - - - - - - - - -. - -. - -- , " "" ~ 'x ~,' 'x x o o 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 x = 1000 Sq. Feet Gross Floor Area X Actual Data Points Fitted Curve ------ Average Rate Fitted Curve Equation: T = 3.49(X) + 5.25 R2 = 0.85 Trip Generation, 7th Edition 1193 Institute of Transportation Engineers " [dll, r Ilf illl II II' I IiI' id II I ,I ~111 ' ~. II n 'f: II II J I" , I ~p Medical-Dental Office Building (720 ) , 'I 'I '\ i ',.1 : '1 Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday, P.M. Peak Hour of Generator Number of Studies: 21 Average 1000 Sq. Feet GFA: 32 Directional Distribution: 40% entering, 60% exiting l' 'J: "I ' . I j I " Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate 4.45 Range of Rates Standard Deviation 2.21 7.60 2.50 'I ; I~ ~I Data Plot and Equation 800 x 200 - - - -,- - - - ,- - - -*- x: x' x _ . . ~ _ _ . .'. _ . _ .' . _ _ . .. . _ _ .' _ . . . J _ . _ _ .. . _ _ .'. - ;I: : , I! " il~ i ij" en "C I c: w II .9- '11 ,/11 ~ Q) I! ! 13 :c II' ~ Q) > "I Q) ~'l Cl t\l Iii Q; I ~ 11 I II if I- , . . , I , I . . . . . . , . 700 - - - -,- - - - -, - - - - ,- - - - -,- - - - -, - - - - ,- - - - -,- - - - -, - - - -.- - - - -,- - - -, - - - -.- - - - -,- - - -; - - - -.- - - 600 ---------- 500 - - - -,- - - - ,- - - -. - - - -," - -.,.. - -.. - - - ',' - -.., - -. -.. - - - "," -- . , . . , . . 400 - - - -,- - - - -, - - - -.- - - - -,- - - - -, - - - -.- - - - -,- - x: 300 -- . '. _ _ _ ~ _ . _ _ '- . _ _ _' _ . . _ J _ _ _ _ ... . . _ _' _ . _ _ J _ _ _ - '. - - - .'. - - - - ~ - - - -~ - - - -:- - - - . I , . , , . , ., - - - -... -. - ',' - - -., - - - -,.. - - - "," - - -., -. - -," - - - -," - -- 1:. 100 , , , - -.. - - - -. - -. - - - -. - - - - _.- . , . . . , . , , , , , ' - -. - - - -. - - - - - - - - - - - - - - - - - - - - - - -. - - - - - -- . . I ' . . . , 'x ,i "I ,II o o 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 x = 1000 Sq. Feet Gross Floor Area X Actual Data Points Fitted Curve - - - - - - Average Rate Fitted Curve Equation: T = 4.43(X) + 0.48 R2 = 0.92 Ii 11:.11 1!1 Trip Generation, 7th Edition 1194 Institute of Transportation Engineers - III II; r I :1 II 1 11.'. . 1 illl 1,1 I Specialty Retail Center (814 ) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Leasable Area On a: Weekday Number of Studies: 4 Average 1000 Sq. Feet GLA: 25 Directional Distribution: 50% entering, 50% exiting Trip Generation per 1000 Sq. Feet Gross Leasable Area Average Rate Range of Rates 1.1 II ;1 Standard Deviation 44.32 21.30 - 64.21 15.52 Data Plot and Equation Caution - Use Carefully - Small Sample Size i iti i, ilt~ i i ," III I' ' II il i , 2,100 2,000 1,900 1,800 1,700 Ul 1,600 "0 c W 1,500 C- .;:: 1,400 I- Ql C3 1,300 :c Ql > 1,200 Ql Cl as 1,100 .... Ql ~ 1,000 II I- 900 800 700 r 11 "1 i I, I' , r , I I I i . 11 I . , ~I l , .0............ . ...................:....................:.............._.....:.~>;............. - - - . . . . - . - . - - - - - - . - ,. . - - . . - - - - - - - . . - - - - ',. . - - . - - - - - - - - - - - . . . ....-(y. - - - - - - - - - - - - - - - . . // , - - - - - - - - - - - - - - - - - - .:. . - . - - - - - - - - - - . . - - - -: - . . - . - - - - - - - - ~~;/./ ..'... - - - - - - - - - - - - . - . - , './' .:::.':::. ::,::.:.:':.:::.:.::':.::.::::::::::::>>;/...,. ,.,"""'-.::::.:::::: : //....// - - - - - . - - - - - - - - - - - - -'. . . . . - - - - - - - . . . - - - - -: - ;/."/ - - - - - - - - . - - . - - - .'. - - - - - - - - - . - - - - - - - . " , /. , - - - - - - - - . - . - - ," - . - - - - - - - - . - - - - - - ,t~.,. - - - - - - - . . . - - - - - - - - -, - - - - - - - - - - - - - - - - - - - & , , , -.. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- , , - - - - - - - - - - -- x , , , ' - - - - - - - . - - - - - -//'" - - - ,- - - - - - - - - - . - - - - - - - - -, - - - - - - - - . - - - - - - - - - - - - - - - . - - - - - - - - - - - - - - / / - - - - - - - - - -/y';: - - - - - - -:- - - - - - - - - - - - - - . - - - - -: - - - - - . - - - - . - - - - - - - - - - . - - - - - - . - - - - 600 ",...,'.......... ',' , , " . 500 . , . ' , , , , , , , . , . . , , , , " . , . . ")( . ' , , . 400 10 20 30 40 50 x = 1000 Sq. Feet Gross Leasable Area Fitted Curve ------ Average Rate X Actual Data Points R2 = 0.69 Fitted Curve Equation: T = 42.78(X) + 37.66 Trip Generation, 7th Edition 1338 . eers Institute of Transportation EngJn I :,!'ll Ih 11 II I Specialty Retail Center (814) I" , i II: 11 Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Leasable Area On a: Weekday, A.M. Peak Hour of Generator Number of Studies: 4 Average 1000 Sq. Feet GLA: 60 Directional Distribution: 48% entering, 52% exiting 'II II ill i I Trip Generation per 1000 Sq. Feet Gross Leasable Area Standard Deviation Average Rate 6.84 Range of Rates 5.33 - 14.08 3.55 ~ I :' f , I il LI I: II 'I' : I. I,JI I I Ii Data Plot and Equation Caution - Use Carefully - Small Sample Size II q II l -I ~ , , 'I I. I II' 'Ii, i ;1 :1 1,100 1,000 , , . , . , ' , . , .. - - -... - - - -.. - - - -. - - - - - -. - - - - -. - -. - - - -. - - -. - - - -. - - - - - - - - - - -.. - - -- . . , ., .." ., ~/~ 900 .... ... .. . . .. . .. .. - - -. ". - - -. . - - . . -. . . - - ". - - - - .. - - - - - -. - - - - .,.... - - - .,.. - -- " , . , , , , . , ' , . . "'. , . 800 ... - -.' . . . - -. - . . . - .- - . . . -.- . . - - -. . . . - . .- - - - . -. - - . . - -. - . . - - .- - . . - -. - - ',V- ; - . . . '.- - . . - . - . . x . , ' . , , . , , '","" . , en "C C W .9- .= Q) <3 :E Q) > Q) Cl as Q; ~ II I- 700 . , . . _ _ _ .'w _ _ _. J. _ _ _ _... _ _ _ .'_ _ _ _ _ J _ _ _. _... _ _ _ _ .'. _ - - - J - - - - .,.,.":: -. .'. - - -- "../'</ . , 600 . - - - '.' . - - - .:. - - - -' . - - - -. . - - . ~~ - - - .:- - - ,,~>,~>~/. . . - :.... - -:- . . . - ~. - - . . -:- - . - - -:. - - . - 500 . . - - .:. . - - - .: . - - - - : . - - - .'- . - - - -: . - - ~),-,:'. . - - . . . - , - . . . - '- - - - . .' - - - - . : - - - - . . - - . . - . . - . - ./ ... - . - - - <" - - - . -, - - - - - ~ . - - - . ... - - - - '. - - - - - , . - - - - ,. - - . - ',' 400 300 -- -- . -- /'. , , , , . , . , . . . .". - - - - - . . - - . . - - - . - - - . . - - - . . - - - . . . - - - . . . - - - . . . - - - . - - - . - . - . - - - - , /' ' . , . , . , ' . . ,,0' , . x . /' ' , , , - . - - - - - /'" . - . - . .. . - . - .,. - . . . .. . - . . - .. - - - - .,. - - - . ~ . . - - . ... - - - . .,. - - . . . . - - - . ,- - . - . .,. . - . . . /,/,/', 200 , - - of . _' _ . _ . . .' _ _ _ _ . '. . - - - .'. . - - - .' . - - - . '. - - . - -' - - . . - ~ - . . - - '. . . . - -' - . . . - ~ - . . - - '- - . - - .' - - . . - 100 x' . . . . . . . . . . . . J o 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 x = 1000 Sq. Feet Gross Leasable Area X Actual Data Points Fitted Curve - - - - -- Average Rate Fitted Curve Equation: T = 4.91 (X) + 115.59 R2 = 0.90 Trip Generation, 7th Edition 1340 Institute of Transportation Engineers I ~ I I Specialty Retail Center (814) Average Vehicle Trip Ends vs: On a: 1000 Sq. Feet Gross Leasable Area Weekday, P.M. Peak Hour of Generator Number of Studies: 3 Average 1000 Sq. Feet GLA: 75 Directional Distribution: 56% entering, 44% exiting Trip Generation per 1000 Sq. Feet Gross Leasable Area Average Rate Range of Rates Standard Deviation 5.02 1::- ),Dz.-'/< Data Plot and Equation 4.59 6.18 2.31 Caution - Use Carefully - Small Sample Size 800 / / ,/ / 700 ; / --:. / / X / / ,,/ / / / / / / 600 . . .' . . , '. , '. . . ;. -' . / / / / / en /' "'C / / C / / W / 0- 500 " , ',' , ',' / ,r ',' " ., .;: / / I- / / / CD , U / / :.c: " / CD 400 .,. / > / , CD / Cl :x / )/ <<l , Qj / / , ~ 300 .'. , .'. " . .'. , . . '. .' / / II / / / I- / /' / / / / 200 ',' " ./~ ',' ',' " ',' " ',' / / / / / / /' / / / 100 .>s >~: .- 0 I I I I I I I I , I 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 X = 1000 Sq. Feet Gross Leasable Area X Actual Data Points ------ Average Rate Fitted Curve Equation: Not given R2 = **** Trip Generation, 7th Edition 1341 Institute of Transportation Engineers --" I I I I' I I I r II \1 I I I I: fI If II High-Turnover (Sit-Down) Restaurant (932) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday Number of Studies: 14 Average 1000 Sq. Feet GFA: 7 Directional Distribution: 50% entering, 50% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Standard Deviation Average Rate 127.15 Range of Rates 73.51 - 246.00 41.77 Data Plot and Equation 1,500 1,400 / / / . / - - - - - - - .. - . - - - - - . . -. - - - - . - - - - .. - - - - - - - - :.~--: . - - X ,,/ , /",/ , / / ;;.-.( _ _ _ _ _ . ,1 _ _ _ _ _ _ _ _ - 1,300 - - - .'. - - - - -. - - .'. - - - - - - - - .'. - -- / l/) -c c: w .g. ~ Cl> "0 :E Cl> > Cl> Cl (ll CD > <l: II I- 1,200 , ' ' . ' . - - - - - - - - -~ - - - - - - - - -;- - - - - - - - - -'- - - - - - - - - -'- - - - - - - - - -'- >/<~<!- -'- - - - - - - - - - - - - - - - - -- , ' , , '/" I . //~ . - - - - - - - - - - - - - - -. .:- - - -... - - -:-.. - -. - - -. - -/~>-/- - .'- - -... - - -.. -- / ./ . ' '_ ~ >"'~'._ _ _ _ _ . _ . _ .'." _ . _ _ _' 'x - - . .- - - - . - - - - . .- - - - . . . - - -. - - . - - . . . --1--: - - - . -- - . . ': -- -- - / - -.. - - -y/- .<- - -..- -.. - --.. - - -... - -1- .:.. -- /. 1,100 : x 1,000 900 - -. . - - .. . . - x . x : - - :- ><' / / / _..x__.:~>/_..__...__ ... /. x . . - - -. - - - - - - - - - - - -- . . . . - - - - - - - - - - - - - - - - - - - - - -. - - -- . . 800 ---.----.--- / / . //, ' ' ' , - .x. - -... - - -;;~ - - - -,- - - - - - - - - ',' - - - - - - - - ',' - - - - - - - - ',' - - - - - - - -', - -- X //' , ' . . x ,,," - - - - - _//_/~~ - - - - - - - - .,. - - - - - - - - .1' _ - - - - - - - -.- - - -. - - - - -.- -- 600 /. .x 700 ~ 500 I 8 I 9 I 11 12 I 7 I 5 10 6 4 x = 1000 Sq. Feet Gross Floor Area X Actual Data Points - - - - - - Average Rate Fitted Curve Equation: Not given R2 = **** Trip Generation, 7th Edition 1723 Institute of Transportation Engineers High-Turnover (Sit-Down) Restaurant (932) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday, A.M. Peak Hour of Generator Number of Studies: 21 Average 1000 Sq. Feet GFA: 7 Directional Distribution: 52% entering, 48% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates Standard Deviation 13.53 3.00 - 54.09 10.05 Data Plot and Equation 400 300 '. . . .' ~ 1Il "0 c:: W a. .;:: I- CIJ U :c CIJ 200 0 > CIJ OJ 0 as .... :x CIJ - > -- - <( x - - -- , II -- - - - I- ' -- - x -- - -- , x' , , - -- 100 , " .x ',' . . - .:. ------:-:--:.:. " " 'x ----;- . - - -- - - --, x -- -- - - --, xx :x - - - - - -~ x x -x. - - - - x - - -- ~ x - - - ~ 0 I I I I 2 3 4 5 6 7 8 9 10 11 12 X = 1000 Sq. Feet Gross Floor Area X Actual Data Points ------ Average Rate Fitted Curve Equation: Not given R2 = **** Trip Generation, 7th Edition 1726 Institute of Transportation Engineers ----l High-Turnover (Sit-Down) Restaurant (932) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday, P.M. Peak Hour of Generator Number of Studies: 27 Average 1000 Sq. Feet GFA: 6 Directional Distribution: 55% entering, 45% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates 18.80 5.60 - 69.20 Standard Deviation 13.82 Data Plot and Equation 220 210 .. -'" - -' - - .,- - - - -' -:- - - - - - _:_x_ - - - - ~ - - - - - -: - - - - - - -:- - - - - - -:- - - - - - -:- - - - - - )/- - -- 200 - - - - - - - " . - - - - - -:- - - - - - -:- - - - - - -:- - - - - - - : - - - - - - : - - - - - - -:- - - - - - -:x- . - - - -:- - - ~/ - : - - - - - - , I ' . ' ' . ' . // , 190 - - - - - - . - - - - - - -' - - - - - - -'- - - - - - -'- - - - - - - , - - - - - - , - - - - - - -' - - - - - - -'- - - - - - - ,;'- - - - - - , - - - - - - . . ' /' ' 180 170 en 160 "0 c: 150 ill ,9- 140 .= CD 130 C3 :E CD 120 > CD 110 Cl ltl ... 100 CD ~ 90 II I- 80 70 60 50 40 30 20 _ _ _ _ _ _ J. _ _ _ _ _ .'. _. _.. .'. _ _ _ _ _ .'. _ _ - - - -.. - - -. - - J -. - - - - .'. - - - - - .'- - -./- , . ' 'x. ' I '// _ _ _ _ _ _ ~ _ _ .>S _ _ .: _ . . - - - .:. - - - - - .:. - - . - - - ~ - . - - - - : - . - - - _.: - - - - - . .:,././. - - /' , ' "'. _ _ _ _ _ _ 1 . _ _ _ _ - .' - - - - - - -' - . - - - - - '. - - - - - - ~ - - - - - . ~ . - - - - - .' - - - -" /. - .' - - - - . I . ' " // _ _ _ _ _ _ ~ _ . _ _ _ _ .: _ _ _ . _ . X _ _ . _ _ _:. - - - . - - :. - - - - - - ~ - . - - - . ;~/- - - . - .:. - - - - : X ' '/// : ' . . ' . ' ,"'. . _ _ _ _ _ _ _ _ . _ _ . _ . _ _ _ _ _ _ _ _ _ _ _ _ . _ . _ _ _ _ _ _ - - - . - - - - - - 7 - - - - - - - - - . . 0 . - . - , " : : : ~/: " . - - 0 . _ 0 _ 0 _ . . . _, - 0 - 0 - 0 _, - - - . 0 - - .- - 0 - - - - .. - 0 . - _",,'" ~ - . - 0 . - " - . - 0 - - -, - - . 0 - , ' , ------o-------:-------:-------:---.x-.:-x/---;-----.-:------.:----- , ' ' : X;/ : : : _. _ 0 _ _ ~ _. _. _. _,0' _. _ 0 _,_ _ 0 _ _ _ _,_ _. - ,,,,,-,,,,c'x-. _.. -; 0 - - - - 0 _,0 - -. -. _,0 - - 0_ . _ _ ; _ _ _ _ _ _ _: _ _ _ _ _ _ _:_ _ _ _ _ _ _:_ _/'>s _ ~ _ _ - - - - ; - - - - - - -: - - - - - - -:- - - - - ----_.;-_._---:---_._-:-----/(-----~-_._--;._-----:-------:----- , ' : ",,""X: ' ' ' ' xx- - - . , 0 . - . - - -: -X 0 - - . ~:;""-,,,,- - 0 - .:' - - 0 - 0 - .. - - - . - - ~ 0 - . - - - -: - - - - - - -:0 - 0 . - . ' "" ' ' ' ' ' ' - - - - - . : - - - . - - ~- ->;,. ~ - - x- - -:' - - - - - - ~ - - - - - - ~- . - - - - -: - - - - - - -:- - - - - - - - - 0 _ ~ _ _ . - - - ~;/" . - - - -:- 0 - 0 - 5(:- - - - 0 - - ~ - - - - 0 - ~ . - - - - - -: - - . - . . .:. - - - - , >), , ' ' ' ' , ' _ 0 _ 0 . 0 . - - - -r - _, - - - - - 0 _,. . - - - . - ,_ - - - - - - .. - - - 0 - - . 0 - - . - - -, - . - . . - .,- - - - - : """""""" , ' ' ' ' ' - 0 _ _ . _ ~ "" - - 0 - - _, - . - - - . _, 0 - - - - . - ,_ - . - - - - ~ - . - - - - . - - - - - 0 -, 0 - - . - . -, 0 . - - - ",,-f ' ' ' . ' ' ' ->/-:------_:_------:----- --~---- --~---- -_:_-----_:_------:----- , .'-. -.. - -.. - - - - -- .'_ - 0 _ _ _ _.. - 0 _. - 0 , ' - - - - - - - - - o. _ _ o. , ' , ' . -. -. - - - - - - - - -. , ' , ' . _. - - - - - - 0 _ 0 _.- , ' , ' - - - - _. - - - 0 _ _ 0 __ , ' , ' -i. - - - - - . :- -X - - - - , ' -,- - - -X - -; - - - - -- , ,x , ' -,- - - - - - -; - -x- -- , ' - o. _ _ _ _ - - - - - - -. , ' , ' - - - - - _. - - _. _.0_ , ' , ' _,_ o. _ _ - - r - - -. -- _,0' _. _. - r - - 0 - -- _,_. _. - - _.. o. _ _ __ 2 3 4 I ' I 5 6 I 7 I 8 9 X Actual Data Points x = 1000 Sq. Feet Gross Floor Area Fitted Curve Equation: Not given ... T 10 11 12 - - - - -- Average Rate R2 = **** Trip Generation, 7th Edition 1727 Institute of Transportation Engineers - Fast-Food Restaurant with Drive-Through Window (934 ) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday Number of Studies: 21 Average 1000 Sq. Feet GFA: 3 Directional Distribution: 50% entering, 50% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates Standard Deviation 496.12 195.98 - 1132.92 242.52 Data Plot and Equation 5,000 4,000 '. '. '. -. . 1Il "0 C W Cl. ~ Q) (3 :c Q) > Q) Cl ~ Q) > <C II I- , " "-,,.-/..../"'. x , , 3,000 x x ~ ,< x x 1,000 x '1"" , x ,~"'~"'" I x ,x:': , " I , ' /"," I -/ ,- 2,000 , , x x * x x :x x 1 I -I I I , 2 3 4 5 6 7 8 9 o x = 1000 Sq. Feet Gross Floor Area X Actual Data Points If X ?, ./- ~4 2. :: p. 1.. - - - - -- Average Rate Fitted Curve Equation: Not given R2 = **** Trip Generation, 7th Edition 1751 Institute of Transportation Engineers =\ I I ' ~ I I I Fast-Food Restaurant with Drive-Through Window (934 ) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday, A.M. Peak Hour of Generator Number of Studies: 60 Average 1000 Sq. Feet GFA: 4 Directional Distribution: 51 % entering, 49% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates Standard Deviation 54.81 12.96 - 163.33 26.98 Data Plot and Equation 500 X /,' I x " , ' , , 400 ....... - -:.. _... -.. -:....... _..~.. -.... , . - - - - - . . .' - _ r' _ _ _ . . J _ _ _ . _ _ _ _ _ , ",./ , " x x: x , x en '0 C W 0.. ~ CD (3 :c CD > CD Cl e CD ~ II I- x x: x x , ' 300 . - - - . - -X':- - - - - -x - - x:- - - - - - - - - -:- - . " , , , - - - - - - - . . - - , - - - . - - " ' x .....:... )J<( ~ ,~//' :X x x ..."'/ X X 200 - - - - - - - - - :. - - - - . - . - -:- - - x, . /< -:- - - . -x - . - -,- , X'",./ , :?:C " X ~/' " X .../ I X , ,/' X X 100 - -. - - >/;. _x. - - x~>(" _ _ _ _ _~. _. _ _ _. _ _,_' _ _. _ _ _. ',' _ _ _. _ __ 'x X ' , , :xx xx:x X :x X X: X X X o I 2 3 J 4 J' " 5 1 ' I 6 7 I 8 9 x = 1000 Sq. Feet Gross Floor Area X Actual Data Points 3~ f~.-Z ~/7.z... - - - - -- Average Rate Fitted Curve Equation: Not given R2 = **** Trip Generation, 7th Edition 1754 Institute of Transportation Engineers .. - -- Fast-Food Restaurant with Drive-Through Window (934) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday I P.M. Peak Hour of Generator Number of Studies: 69 Average 1000 Sq. Feet GFA: 4 Directional Distribution: 52% entering, 48% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates Standard Deviation 46.68 13.33 - 158.46 26.41 Data Plot and Equation 500 X , , " - , -' " ;. . ~ X , , , , X , , , , , , , , , , , y , , , X , " 'r , , , x ::< , , X r , , X , , ::< x x x >< , , , , x~ x X , , , X , , - -x .- ~ ,~- ;;x-'- ,x: :x -, ::< ;', x X XX,' X X ~, X /'x X > , , X ,x~ x- , ' 'Xx x x X , , - , ' " XX " ,x -, X -, -, , " .x , , X , , x 'xx , x X , X X X X X x >X I I ,- --. -I I I o 400 en "0 c: W .~ 300 .= Q) (3 :c Q) > Q) OJ ell CD 200 ~ II ..... 100 2 3 4 ~/ 6 X = 1000 Sq. Fe~oss Floor Area 7 8 9 ------ Average Rate X Actual Data Points 'f~ '2;> -I- 5. Z = (/.? R2 = **** Fitted Curve Equation: Not given Trip Generation, 7th Edition 1755 Institute of Transportation Engineers Chapter 2 - Access Management Criteria Section 7 - Auxiliary Lanes Section 7 Auxiliary Lanes Overview This section describes the basic use and functional criteria associated with auxiliary lanes. Auxiliary lanes consist of left-turn and right-turn movements, deceleration, acceleration, and their associated transitions and storage requirements. Left-turn movements may pose challenges at driveways and street intersections. They may increase conflicts, delays, and crashes and often complicate traffic signal timing. These problems are especially acute at major highway intersections where heavy left-turn movements take place, but also occur where left-turn movements enter or leave driveways serving adjacent land development. As with left-turn movements, right-turn movements pose problems at both driveways and street intersections. Right-turn movements increase conflicts, delays, and crashes, particularly where a speed differential of 10 mph or more exists between the speed of through traffic and the vehicles that are turning right. Access Management Manual 2-17 TxDOT 12/2003 Chapter 2 - Access Management Criteria Section 7 - Auxiliary Lanes Functional Criteria Table 2-3 presents thresholds for auxiliary lanes. These thresholds represent examples of where left turn and right turn lanes should be considered. Refer to the TxDOT Roadway Design Manual, Chapter 3, for proper acceleration and deceleration lengths. Median Type Table 2-3: Auxiliary Lane Thresholds Left Turn to or from Property Right Turn to or from Property (5) Acceleration Deceleration Acceleration Deceleration (2) All Right turn egress> . > 45mph where 200vph (4) right turn volume is > 5Ovph(3) . :S 45 where right turn volume is > 6Ovph(3) Same as above (1) Same as above Non-Traversable (Raised median) Traversable (Undivided Road) (1) Refer to Table 3-11, TxDOT Roadway Design Manual, for alternative left-turn-bay operational considerations. (2) A left-turn acceleration lane may be required if it would provide a benefit to the safety and operation of the roadway. A left-turn acceleration lane is generally not required where the posted speed is 40 mph or less, or where the acceleration lane would interfere with the left-turn ingress movements to any other access connection. (3) Additional right-turn considerations: . Conditions for providing an exclusive right-turn lane when the right-turn traffic volume projections are less than indicated in Table 2-3: . High crash experience · Heavier than normal peak flow movements on the main roadway · Large volume of truck traffic · Highways where sight distance is limited · Conditions for NOT requiring a right-turn lane where right-turn volumes are more than indicated in Table 2-3: · Dense or built-out corridor where space is limited · Where queues of stopped vehicles would block the access to the right turn lane · Where sufficient length of property width is not available for the appropriate design (4) The acceleration lane should not interfere with any downstream access connection. . The distance from the end of the acceleration lane taper to the nexi unsignalized downstream access connection should be equal to or greater than the distances found in Table 2-2. . Additionally, if the next access connection is signalized, the distance from the end of the acceleration lane taper to the back of the 90th percentile queue should be greater than or equal to the distances found in Table 2-2. (5) Continuous right-turn lanes can provide mobility benefits both for through movements and for the turning vehicles.i Access connections within a continuous right turn lane should meet the spacing requirements found in Table 2-2. However, when combined with crossing left in movements, a continuous right-turn lane can introduce additional operational conflicts. (2) i Florida Department of Transportation (FDOT), Florida's Driveway Handbook, 2002. Access Management Manual 2-18 TxDOT 12/2003