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1997-02-13 BRW Oak Park Plaza DRAFT Traffic Impact Study
Memorandum B R`W B R W INC. DATE: February 13, 1997 TO: Don Shaffer, PE HKS Associates 1vv FROM: Howard Preston, PE ) Bob Green, PE SUBJECT: Traffic Impact Study Oak Park Plaza Shopping Center Planning Oak Park Heights, Washington County Transportation Engineering This memo documents the results of a traffic impact study conducted for the Urban Design proposed Oak Park Plaza Shopping Center. The proposed Oak Park Plaza Shopping Center is located across from Stillwater High School just east of TH 5 Thresher Square on 58th Street (Figure 1). The development consists of a grocery store, two 700 Third street So. restaurants, and 8 retail stores all totaling 178,000 square feet. Minneapolis, MN 55415 612/370 -0700 The traffic analysis is documented in the following sections: Fax 612/370-1378 • Existing Conditions Denver • Trip Generation Milwaukee • Traffic Operations Analysis Minneapolis Site Analysis Newark • Conclusions Orlando Phoenix Portland San Diego Seattle STILLWATE2 TOWNSHIP '— ) ,S i z 1990 PCP. 3197 _ yG i r u 4 •' / / S s "4" O 7 T L. t. ' ,ap. a / SHIP at.,, 1' 8 *a < , 0,u•wc c / •Th / y O i h � w a.. ri, � � �� 0., a0 0 6P / T i �„,�S r �' �� . / i yy, fr 5Q1 �V.Br �J�� aS cr-.ek �.���� STILLWA ,7 ` < GE : � 3l "— Sn5 _., -- _ Lti .C 1990 POP. 11882 I / / j Jul w . ^a' ��, -I ‘,,a;,1"1,-: u (1 1 � '�, y .T.... % Sr > a o. w : 1 4R.amc"W .nwa I '�°2.1 . ~ 5 / ® k 1 '& / - `, ,. , , s SC / 4 g „ r,, d e a I .. / i x l Y l "a I ! 1 l � 1 � ` u / E hl ao<. { S,. y , ? 'eas 111' my , ,w.ma G - s-6.--_ g - 1 � I 4 I v J ----, w _ i A � , .1"',,!'"0 I 1 +' 4 'sr. l _ 1 t, ,r g c I ,..',3%. i ° ' r ' <lt ",% \ \`� -- ? ',-.4 Fz 9 ''s'L• I I '/ g I ` 0* . �Mc ,yLYi , I .. . 1 9 52.30^ . .o \ / 92•. - 92 z c "\ c p ,c � �W 92•al. x,.. Y I3 --.. 7 ^i %O i n z � E . r5 uq \ \ 1 / / : a u s � ® N��� 0 \ , 1 f � r ' I \ . a I � ( a. " , ate"„ /I i A ; 4 s l , - 5 I I "1.no � STILLWATE `` // `` $ TOWNSHIP A / 3 Ai 1990 PCP 2066 3 ^ r � ,r t c. • I s %rird — / `\\ 11 i s t 1 J:: ,,, ©te a \ w. s� STILLWAr R R .I ! , 1 ® ' r ,. , � �,.� 6J \ \ S �� � © ^ S- Q E3 P 1990 POP. 13,882 \ 1 i I$ � if\ '-n. "- ` \ l ▪ 4 s • Z 0 2 ss.• s.. N. 1\1 _1. _ — '5..,, .4 y k �' „ '' <R�<R�RI � '� ' l >-...- �� ".: -' ' OAK PARK FIE .. 2" \ 1 r \v. >U >U >U %.a. ; �,_ 1990 POP, 3,4E19 - \ 1 111 -Vf , lik \ \ 1 .. /I: S/ / - BAYPO'.T. \ ° \ / 1990 POP. 3,20. i \ Cl keanlel Fr �,,,. „ .. , / _ 1,1_111 ° ^ 4 ® �.\ \\ .. , 1 (Wi1 �a ; °� '. "/ PRO „= ' ���t \ \ 7 ill i 9 ' F. LOCATION' _ Y ,. '5 / 0 .5. . , McDon O .TtR s�i ® � \ / 4 • Lake BAYTOWN ��� g = %�' r , �1 D 9OW NSH9P -- 11 I I ii 1 0 , 1990 POP 936 •�' �. v 3 J 1 .. r. I 3 ..J.s'1 i „.-4 iv I Zia./ — o 4, ® z ^ Z ` G09 . ' 10 i c. J J6 o .n A.^ _ ll> . V ,,...s‘ T I fo 2 £ Lake Elno I!7 NORTH Figure 1 NO SCALE Project Area Mr. Don Shaffer, PE February 13, 1997 Page 3 of 25 Existing Conditions Information about the existing conditions are documented to develop a baseline for comparison for the impacts of the proposed development. Roadway geometrics, traffic control, and traffic volumes are documented in the following paragraphs. The proposed site is located in the northeast quadrant of the TH 5 / 58th Street intersection (Figure 2). The existing lane geometry and traffic control is shown in Figure 3. TH 5 is currently a two -lane roadway with turn lanes at the 58th Street intersection. TH 5 is 45 mph north of 58th Street and 55 mph south of 58th Street. 58th Street is a four -lane undivided roadway with a posted speed limit of 40 mph. The intersection of TH 5 and 58th Street is currently signalized. Stillwater High School currently has two access drives on 58th Street. Both intersections are controlled by stop signs on the access drive. Mn/DOT currently has programmed improvements to TH 5 in the project area (Figure 4). Improvements include widening TH 5 to a four lane divided section and adding a frontage road on the east side of TH 5 that will line up with the high school's west entrance. Traffic Volumes The daily traffic on volume on TH 5 is 13,000 vehicles per day (1 994 Mn/DOT Traffic Flow Map). The PM peak period was determined to be the critical period for traffic operations, since the traffic in the project area would consist of both the high school and development traffic. During the AM peak, there would be a heavy movement into the school, but the development traffic would be practically nonexistent. The intersections of 58th Street with TH 5, West High School Access, and the East High School Access were counted on Thursday, February 6, 1997 by BRW staff from 3 to 6 PM. The PM peak hour period was found to coincide with school letting out (3 to 4 PM). The PM peak hour volumes are shown in Figure 5. • �, N m 3 °, e CO / 7 11 co e E \ / U. a) \ =b 0 O. m _ __. __ _ __ a. Wes' . , a -fig( -' \\ \\ b sAYo 1 l' ki ,, " - E f r o) 1 1 1 I ' I I 1 1 I. al L "w '� _ ` I W vi . .. ' a �� x�ro ugly �lu I I '. 3 �A I vv 1IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIa I 1 Iillllllilll2 I I I I I I I I I I I I I I i I V 0 ) ; �;- , ED I S ; �,' ` 6 `r" d ; 1 .� � � ' e .> O = N � W - / Z � 0 CO Lz ' m \ w i-1, §i , ''Y � � 1 t i X� % '. 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' , p5.2 1 � N Z N 2 �` O I- o r l. m r f 91 I � o ll) } ; !!e "c o I (. V + m I 1 1 0) N I. „ ' r .i 1 ' : 61 f) L 1 1 �. 0 I ..4 1 .:. ^ 1 , •022.0 ■ A 2 .2 , .8 x 1512 d, -. 8 H - I H I i r„*.; 90 1 6 N Y 62539 I y _ 1 2't W I : . 0 0 • I - � •603 1, 0 I I ``I� 0 I- u i I 1 3 Y' _! S n - I igai m .-15119,• _ t •' ' r Y 62522. I , 1 • m 1 m a II o I ( f j ' ' ,.' 0 ^ s I m i I I m v O L . .•, - I ' O m • ' I 1 I , O NY 222'991•54 Its 1 I I l.. 75 .7 1,• z2 299'59 S !d l 1 H d 100117 , • °9-• � I N I 35.0 I O s• 1 • 1 I I I II I 11 ' I I I ' N I J ' 1' S Il ' I , 1 1 , 1 o ✓ I . I I II 2 I Z i � 4 I I l I K a 1i w 1- 1 1 - j o I I, N ' I � 1 - a I 1 I . . I 1 J13 I "'. R., ' I O c' • - i I c.: I z 26.016 . 1 15107714'1 t . I ∎4' .311.07: I \ Q6° 1 62360 3 i � � • \ 7 / I so- os - . .�i ate• .OS - -- - 2•200- 1 1 1 II, C 15105 '298 1..1\ 7 62341 61 . y , Y 62302 3 . ' z 151 . ' 700.3,7 . / / 1- . N I d a o .,25 X� I I H j i 1 I N9U•AMOa9£ 31VNLOld 3119N3114 I ON 3dtl1 3AIH307 AIM) 3Sl1 331330 003 N N { 1 N .p 1 ■ 1 0 - _N i i �" IS m O _ .- L_— O ' 'q �° �'' i T.H. 5 5B lue - -- --- 8624 C 6 G �7o --- m - -- - -- N -- -- • m SRL) �' - 0 3.6 m RT TURN LANE 111AP • 13 �8OC 3.6 m 1 +700 ER m 3. 6 m m LT TURN LANE 4.2 m LT TURN LANE . 1 e m w � 6IIC— 4.8 m 1 m NI 3.6 m m RT EUNN LANE 3.0 m SILO 1 • 2-v 'R624 C 6 G ►.► A s0 3.' m --- X - -- s- -- N. 1 1 r 9 x I `. - ,� x I •N+ 1 -c 1 R /• J 11 -'v..! : — _ o • 6" N n I o — ✓ o n I 1 n :; 0 0 n) 0 II 1 1 II °o I ° v " • u I 1 II " N v" , 11 1 1 11 11 1 I 11 58th STREET I1 1 1 11 _ J I I 1 1 !'� 11 1 II i 11 1 1 II II I I 11 n 1 1 11 11 1 1 11 I n 1 1 n n 1 1 u n I I n n I I 11 u 1 1 u 11 1 1 11 II 1 1 II II 1 1 II II 1 1 11 11 1 1 II II I I II u 1 1 . II ...c..1 4 II I II ' 11 I 1 "f 11 / , 11 1 ' �1 C. SOUTH EAST FRNT. ROAO I 11 1 1 fi II 1 1 II ( J �OZ G J n 1 I II .9 `P .. • 1 7 I C / I I I o �,F - 1 l i I I \ 1 �� 1 1 �� 15, ,211.095 r1 J 1 1 ot cdv.b75 1 - 1 1 i 1 _ 1 1 1 4.. 31 5p$ A 1 1 1 i --- - a' 03..71 . I — • i 1 n 1 1 C r ` / . ■ I I I 40. 511 _ , % I I �- T 62259.981 POT.2.245.7 11 I 1 1i I li ' 1 .1,. II n I �' 9 II II e I / Q U II II II II u 1 �o9q ���j /� II u S \., y eP,� c� 11 II I H� �ft,f '`� s Q 11 I PC.2.274.25 1 EV 1 11 11 1 - • II 11 ( f CERTIFIED BY,'" AP mg" REG. NO. 1 0? / l t 97 n .. nortssta.. (..,..c(• tn m ¥ ( L to "ate i t ., o \ 1� Y r �� ,� \ 4. Q Q m �� �'1 �\, 'I I I I 1 111110 A v V ' '3 \ \' `� \ \ Po fi ', Z �g N n C �'9 1 .,,"� ' °"�v�°* ) , .r„, iy, . ,, u r �rr�a .y •� �ru 1111111111111111IIIIII11I11 _ i . r � ,i) I I I I ', / 0 -N 1 III liW iiffilH / / k y `` #' / / I { ft _a 1 Qti / ¢ 3 a x N : 8 , O � . „` .,„ "5.� `� �. ! . - fir e 0 , ,- „/ „ `° '�\ f ` t 2 ' „ �`., 1 1 i , _ 1!. v � VV " d > • ', ° pr° 1 ` '\... ° 4.-'--2. ,, 1 E° O 0 ° lie N � J ,t � 1 . 1 ' ‘ ',. .---- $ v) LL a. S --- j 1 f V j j It1 i c_ j :.,'„,...:'''''' 1 I� I. A .♦ 'vv. t 1 7— = ' ♦ — s - p G 's . F — ' ‘ `\ i :: ',.., '''',.7 '2 .,-:': '1, . ::; ';: ;, ' : „-;':': .-- 1;: - .. .1 \\\;,\. \\ \\ I c' „,- - �1 mIIIIII�v IIIIIw; \ 1 Q o 0 4 co 0 0 0 0 t \% T `^ 1 '! v0:0vE t < <11 or„t y i (2� !I I \ _ _ _ <11 ;�t' 1 L , TT')6/ - - , ,,\�., I IIIIIIIIIIIulllllllllll Illlll _ ' • ' O. •� 1l IIIII! '!II�III it I 4- -f� 3 01, IN ii II / Y / X 0 q !II!I'. / a / / l , 3 t 1' i i / / / f S i f i / / / / t i 1 :, <:.„ , -..„....i, 0 �1 / - .1 t ti ♦ , iL I f ./ . ‘9 v i; �, ,,, �tb .sty , h Cz J c _ 0. ' =4;;�_ % ro o t i , % • ! .1,/e) \ , 'J O = a ' � t9 o w e • 1 Z _J V Mr. Don Shaffer, PE February 13, 1997 Page 8 of 25 Trip Generation Rates Trip generation rates were obtained from the ITE Trip Generation Manual, 5th Edition and the February 1995 Update for the land uses included in the development. The trip generation results in 14,100 vehicle trips per day, and 1,330 vehicles in the PM peak hour. The trip generation is documented in Table 1 and discussed in the following paragraphs. It was assumed that ten percent of the trips were multipurpose trips. Some vehicles would make a trip to more than one parcel, for example, both the grocery store and one of the retail stores. Therefore, the trip generation was reduced by ten percent. In addition, it was assumed that 15% of the new trips were diverted from existing trips on TH 5. For example, a vehicle that is currently on TH 5 would divert their trip to visit the development, and then continue back on its way. This does not affect the development driveway trips, but does reduce the through volume on TH 5. The PM peak hour for the development is assumed to occur between 4 and 6 PM. Directional Distribution The directional distribution is shown in Figure 6 and was based on the traffic patterns of vehicles leaving the high school during the PM peak period. Analysis of the traffic pattern indicates that 65 percent of the traffic heads towards TH5, 35 percent northbound and 30 percent southbound. 35 percent of the vehicles head east on 58th Street. It is assumed that some of the trips heading east on 58th Street will use the frontage road. For this analysis, it was assumed that five percent of the development traffic will use the frontage road. Forecast Traffic Volumes The site traffic was distributed through the project area based on the above distribution (Figure 7). • D V. SI M' tM 1ti '� O' CO 'I O 1 i 1 1 i I L: 1 H 1 1 1 1I I 11 1 II _ , 1 1 1 ccu c. � ; 1 N ti � 1 O— : ::: CG L17 d :a o 0 0 _ M o M 0) . , —,(\i ' Nr I c T : . T T >, N N I ' r - co CO 0 N c co 1n, 00 0 M L T. , I Cr) • cn co — .— 'C , CNI 1 T o o Io 0 0 • �' 1. a 0 co Z \ G C0000000 a) - lf)�n'�rl1v, c as d Q I (B N NM(160 O O)O �� P • r-rCACO W L 1 O w co c _ co a rn rn N CDCDCq� 0•000 0 �0 ' - (0(00 C)NNNN N (n O 00 O N x- N r-• T LL `, C --- --- --- - -- -- - - -- -- - - -- -- -_ . __ .. - _. _ - -- -- - -- - - -- -- O a O W 0 _c c c .. 1 O O N o co To i Q N In Q c L . ' i m L 6 5 (n 2 c a) 1- cn ~ 2 Y c p c' c'u) O) ' _ _ _ _ _ N Q co H 'a C d .- c,cDO O - -a Z . Q as N Q. _ - - _ (n Q Q Y c a n v a) p O ca ca Es ca ca cu en , > a) F ( j < -_c U) a) a) 2 O = > O a i C CC N N N N N N L , CC 'IC9(nCC CC CC OC CC CC O 1- :E D 0 E- — 1 - 0 F- D C T I H O CD (' • N N N - c) .C2 Q J� MMMM CO Q al '57.. �O F— F-- c/) D 11 ' , -- I IMP i 1 \ \ ' �'� ` ; 4 I x s � ��s i �� \ y� \\,, 's, E I • `� , j � ' x - �` a ``\ '\ \., \\ ...., ..�_ , i — 1 , I - , x S y 9yfi s- . Ab by , A‘. ` `�. \ 't . '1 '1 , aF \ ` _ '4 : \......,,% `; „% S•I 1 1 1 1 1 1 1 i I ' , - '= k 'r I 1 \ \ : . \\ X 1 : ,., `� s 2 , ; % % i( it 1 p} t —° 1 i � t I I � 1.\:": s. f I I *,. .* '' N '' I I I I 1 1 1 1 1 1 i l l l a 1 1 w \ V li' r lllliilili� l l I IIIIIII u I 1 1 � ,! s = l I 10 ���. r' gg � I I III IIIIII 111, "1111 1 1 1 ' V 111111 II�IIII III IIIIIIII V ' ■ xl 1 / � , 1 n 2. IIII a III l l llii 11 l, 1 1 i !I 9 / IIIIIIII1111 IIIIiIIII�IIII V /" ,2 , �IIII! 1Nt ,/ / / . 7 '� , Q S ; 9 /' W / / P ` , sue e o \0 P P 4 p O N w ryP �, 0 t ' ® r- la ,� ,; . . . °. i 41114e, 1Y 1 I • f'ilt k 4 ./.----- . 1 , ( ti) , \ 1 LL , \ ‘ k \ qc 5 _,...--k / _cd)-- \,r__,,"\\\\,/ i3 0 \) , I 41 v‹ I N \ t 1 l< — — ---- --1 „ s• ,--- . ku , , • - • \ . ' \ • \ , \ R , .-. ,.,- •. \ \\ .; 0 ° i° c -- .., 0 `, \ \ \ , ...\ st kr) '03 t° ; - 47,,.,- - , .,,,,- °-,.-. • '' *. • 7s,N \ •:, ., \ \ ...,.. .. .„,. .,. .. .. , , f ° .. \,.9 ---... - - .. -.,.. , ,9 ,..- „-.-,„4 .--, ,,,,,,, „ s \ \ \ \ I t\O I, .-.) \\:\\ \ \\ \ . \ \ ss , t- --- V: , \ - 0 - , . _ , , ,.., . ,, \ , \\ s , A \ ‘ \ 1 ‘ 0 ,, ° 7,.° .2' '-- -' - - 2° 3 .,. , ,, , , .. ,, lie \ ,, (-. - ... „ it',-- • \ ° ......h-1,11iii.ii,iil \ \ \ , , x o o .1;7) o_ c::=) o o , \ Els= eistm 6 \ ---- ■ ---J--- \ \ x k r) _-- -7= :_-_—_ , t i 2 ? 1 --t--- . t 3 ■ i __L— CO \ ,t \ CI L E 1. \ ,....,.. ' i ..■ t4 1 Ik.) 1 1 i ■ 1 0 * k •,,N.:_s.....%,‘„ fj, — _1- 11;. i 1 I p ki 1 1 "\.--‘•, s -NN 0 f\ — oil C 0 7 I) .... N...,,...„ "N• 1 '•••• Cr111111111111111111111111HiliWill - 'girl ...., ‘N .'"..:`• • L I''' : 'C' P''''''' s' q '' —C.:Timmill 111, ,, Hin !DEI2 i O --, .- , „, , ,,,11,,,,, , 't...,,• . _13.4 ....,.. %-.4 , '-‘ 11111111111 2. - -- --Ir.ii■ll'H , ' , 11'1 0 —.7 '-'- " 2 , r I i • ' . . , , • 7 ; / , 7. 1 ' g , x / / • , , k .,V .. i. . ,' ,' / i , / / i 1: . 's ''N‹ N 0 ;., / . ,% - OD t c. --°° / / / ,' / 0 0 ' -° ' ../ ° °..., -.. , .... • .-f-_, r// 0( ....--... /,',. • i / t 4 / i "R c ■- 0 „ :, es r # 17/ ' ' ' • '' 'N ' ''.. '‘ / i 0 s sN N - ' ' N,>11 // \ ..N- '141 N...N.; / ,./. ../k ■ Q., - ... „,,, ..... ,...., „., 0 .,..- , 4:,./ i. i - . - •1. Ca. 0 '..AN ", % Co I I t t■ N ._ ',,,':-... •••;-_, -.1-.„:"\,. / V 17.-1 Q•". , "ii 0 1 I N s.. Ns -N:N.... ‘,7 0 \''\?; /$' ''. •••.. ••••• NC. 1 1 ICZ) 1 in ...... . f ,',..... .••••,_ .... ' .,,.., ,s, •:', ,.., •N ' •■•'' 0 7- •% .‘ st .; : • ' -:- • - - / ,,,, 4 s -..,_ .... I i "sli ‘,‘,.`•* " . ' ‘s s'-• / ; ,.,,... ; i f, - • M - ' r /JA, •••,,, ••••... C "", *. ■ . • ,..., . ' • . , / ,;:t21 b . .0. ■_. @ l it I I : ., , • ., ' •' ' 0 ‘ IPIP 0 uj • , • ' % ••■,1 A at C.) . , • Mr. Don Shaffer, PE February 13, 1997 Page 12 of 25 The forecast traffic volume (existing plus site generated) was developed by adding the site traffic to the existing counts. It should be noted that the peak hour for the development (4 to 6 PM) does not coincide with the high school peak (3 to 4 PM). However, in order to be conservative, both peaks were added together to develop a worst case scenario. The existing plus site generated traffic is illustrated in Figure 8. Traffic Operations A traffic operations analysis was conducted to determine the impacts of the additional traffic to the neighboring road system. The existing traffic conditions were analyzed for both the existing geometric conditions and for the conditions following the improvements to TH 5 and the frontage road. It is assumed that the development will not open prior to the completion of the TH 5 construction. Therefore, the existing plus site generated traffic was analyzed only under the proposed roadway conditions. The traffic operations analysis consisted of three parts: intersection capacity analysis, signal warrant analysis, and queue length analysis. Intersection Capacity Analysis A capacity analysis is an established method of objectively measuring the quality of traffic flow through an intersection. The basic output for these analyses are letter grades, with level of service (LOS) A denoting excellent operations or under capacity conditions, and LOS F signifying congested or over capacity conditions with long traffic delays. In the Twin Cities area, LOS D is considered an acceptable level of service for signalized intersections. Poorer levels of service may be acceptable on the minor street approaches to unsignalized intersections in order to minimize the delay on the major street. - - . • - . . .. . 1 te v , i i k "------ = ‘ % '''• 1 '' ( , A '• 1 \ 1 ... is. co ; 1 K / ■ ‘ \ "•, N vl t, -r,.. \ ‘ ,, \\_____, • ! / / i .., / L ____ _____ - R x _ . .. \\ \SS '' \**\ ; i 41.'• Ni7g., • S , ‘ S, N — _ s s \:.\\'\\*%,\■ I ..,,3.4.1viffAtriten;:„, ; , — ,':',:;f:;I:',:'-'sis;7,-',•;,,\Y,,--:%-; .-',''.-„,,;;.,-.,',•:'-., \\":‘:, ‘ \\\ — \ \ \* . ,;: , 7"•.te- - '''.'-^',:, r iri •:>!,...,,,, ---1 \ .`. \\\,\\\ -,.. , 7 ,, ,- S-. 7„,„•; , ,., : s . -;•.,14 ",,;t:',:, i = ..7;, -/.,- 4.; • _-, .,,,t.. , ,, . '-'.. \ ‘ \ s, , ,, _ •.. ..:,z ,'• - ,,:--,-,'---••-•- -1- - i ;\ \ s, ■ 1/4 N, tosa \ I ‘;‘,.. , . 2 „.:,,,,..,(..,;,,..,,,---,',. . .\ \ \,. ‘ . \ 1 —__,-- J.,IHIII, Him , ,..• -. _ _ \ \,‘ \ \‘‘ \ „•,, . __ \ \,. Ezi,F* 6 4zqa = = F? --I-- \ V \ \ A \ I --,— \ ; '• a --!--- .•-■_,,, •-+— .... -- --- m.-- — — — — -- --., 0•11 ,...\ I . = 1 , ■ 0 7 , 1 -- CA, N 14 Ir-t7-1 ; 1 (0)i 1 ,,, Iv, 011 ___ Co) 0 N " ..,,,_ ti.• '\ < -111 1 . : 1 i.F ( :--- 0 , . ; , ,,■ . ti 1 ..- filir.11111111111■,,I 2)6I2-1411 1 11-0 i 1 , 1; . 1 ., , , , IIIIIII 7 !MI_ 7 . ; 'T,Q,)''''s.,•:21:.,' . L _ .,-.. : I " :..-: - , -,_ xiiiiIiiiiiih li- ! -7,-..„-i ;,..r -0 . ■..N- !, '- -: ;:l'iliiiiIiiii; ,.„,„ - • -‘. '' , '' : Zz , , , 111 . 1.11111 I G • 1 I •s. . , , . * ., ., ht k,r, i I ? ' 3 ,....• ..., s i . : = ■ 1 ...., 1 i i : i A I .■•■ ., ' il•-;•J I, . C.N --•,„ ''-.-. q.:t5. I 1 1 . , i.; 0 c s.f), c,. , ,•.•, ,,, ,, i , i , / . :::-= ;,,,,;,) , ...., • i \-, • - I I . i =0 tyl i ' ■ -; i ,. , ,,,.. ..... -7 . ri ,' ,,: / ' , • : ,, • '-:-,,, 0 ■. - c,'' e • : , • „ • ci , ,,, , , , , : , kk , i ti . r. c • 1 ...,, ., ...) -.-. /1.... .,/ . _,,.. , , . ,,, „ „ , ,... ,, . • 1 , "7 • ,... ,. .. /. ..,. -.. • / ; , i : s• ,:s•-::;\ -., / , - " , i /.. ' " •P ,, . . 1 f , , / / tit x ? / ,, /, , 1 1/ —% I-'' r .• , ■ .4 , kyy . ,x) . • . „, / 1 Lki x ' .- Lc.? cs-; 0, x -, '-.‘-, N'N t rj hjo '', ‘ 1 ,- ii • . ••• . -•-... ''-'• '..'"'''--*:-':''-----''‘'- I . ro 141 r se ' r? C--- /4 1 eP ...,-) z„ _ . ) • „, 4" r <%,,..z. 1 • t. , ,,,,... -.,,,,, , : ..1 „.., ; ..,, , Jr . ,...e. .... e 1 1 '..7-.,„ .„, / U ."‘ i r , . .. je \ 1 ,/,v ... 0 / ' ......":1: ' -::•=, '—': OP •••••1 ." < di., A • " / ..7" .., '' / ,''/, s• "*..c' I I .',N -.. I :.,,.--•,'- ..:‘, ,'-' •,... o p —e ,,,s ii ,, 4 N s.,„. .... '''.‘ -...'■ ' ..„, ;:„; • -:,-* ''' -•; . A, , -,..-- -- • ; i ,...,:,./ , i ^,,, - . ) e \ , --,,... cb , • . ,•_ -) : • / - //4.0- ) , -' ‘ - , . ., , i A, .. • • -.."' ` - - • ' i , k .,;' ''' b o ' • r - ' 4 . 1 . ,• i . A, ‘ = Cg @ i••• a CC ". 0 w ,..;( • Mr. Don Shaffer, PE February 13, 1997 Page 14 of 25 An intersection capacity analysis was conducted using the methods of the Highway Capacity Manual. The results of the analysis are documented in Table 2 and discussed in the following paragraphs. The TH 5 / 58th Street intersection operates at an acceptable LOS C or better under both existing and forecast traffic conditions. The 58th Street / West School Access intersection operates at an overall LOS B under existing conditions. However, the northbound left turn out of the high school experiences long delays (LOS F). Under forecast traffic conditions, the northbound left turn will experience even longer delays due to the increased traffic on 58th Street and the addition of the frontage road. It should be noted that the long delays would only occur during the period when school is letting out. The 58th Street / East School Access operates at LOS A under existing conditions. Under forecast traffic conditions, the intersection operates at LOS C, with the southbound left turn out of the development experiencing long delays (LOS F). Traffic Signal Warrant Analyses Because the installation of a traffic signal is a typical mitigation for intersection congestion, a traffic signal warrant analyses was conducted for the 58th Street intersections with the West School Access and the East School Access. Existing and Forecast traffic volumes at the intersections were compared to the Peak Hour Volume Warrant described in the Minnesota Manual on Uniform Traffic Control Devices. If traffic volumes meet this warrant, it suggests that a more complete warrant analysis should be completed and that a traffic signal may be appropriate at, this location. Analysis indicates that both intersections do not meet the Peak Hour Volume warrant requirements for signalization (Figures 9 and 10). Therefore, signalization of the intersections should not be considered. Table 2 Intersection Level of Service Existing Existing w/ Existing + Site Intersection Traffic Control Existing New TH5 New TH5 TH 5 at 58th Street Signal C B C West School Access at 58th Street Thru / Stop E * E * F ** East School Access at 58th Street Thru / Stop B B F * ** Frontage Road and North Site Access Thru / Stop n.a. n.a. A * Northbound Left Turn is LOS E. All other movements are LOS C or better. Traffic on 58th Street is LOS A. ** Northbound Left Turn is LOS F. All other movements are LOS D or better. Traffic on 58th Street is LOS A. * ** Southbound Left Turn is LOS F. All other movements are LOS C or better. Traffic on 58th Street is LOS A. Source: BRW, Inc. U: \OAK \LOTUSILOS.WK4 02/13/97 ( • ?" ef."::! Cam i j I FIGURE 4-5. PEAK HOUR VOLUME WARRANT - - > 600 2 OR MORE LANES O • ►4 • RE LANES w Q 500 IIII w 2 OR MORE )IES Et 1 LANE cc a 400 1 L I1 LANE o w 300 Mirililligiqrinela z 200 0 �_�_ __I * * > 100 1 o 400 600 800 1000 1200 1400 1600 1800 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH *NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FORA MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER w THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. co WhRdAAi SGE44410 /39,4304 "/ WO Pe mE7' a1 Exisrbil6 2,D 34 o N o �xl 5r/ * 5i . i ° � /1/0 • • S' srPegr AT WET Sc'rlQ 4ccgS,s f , ,,....i C FIGURE 4 -5. PEAK HOUR VOLUME WARRANT 1 a - - - > 1 600 _ ` ,2 OR MORE LAN £t _ • : u • RE LANES wQ 500 w 2 OR MOREEE & 1 LANE CC ccc400 ` -� A N a ' L•�� .,,1 LANE a O w 300 iiimmall.laiiiimilmmum..... 200 ,� * J j 100 ' _ a 400 600 800 1000 1200 1400 1600 1800 MAJOR STREET -TOTAL OF BOTH APPROACHES - VPH • *NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET xi APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. 0 <o WARtgAlr SGEn�ARro MA•rDR PliAl°4 /VET • ; l/RE i 58 iH sr �:r t t a . • .� ,�� ` e-- .c..1 • /9�ESS Mr. Don Shaffer, PE February 13, 1997 Page 18 of 25 Queue Length Analysis A queue length analysis was conducted to determine if the existing storage is sufficient under existing and forecast conditions. The 95% maximum queue lengths was determined from the SIGNAL94 and is shown in Figures 11 and 12. Analysis indicates that the existing storage is sufficient to handle both existing and forecast traffic volumes. However, the volume and queue length for the southbound left turn movement at the TH 5 / 58th Street intersection are nearing the capacity of a single left turn lane. It may be appropriate to consider constructing a double left turn lane to accommodate additional development along the frontage road and to increase the efficiency of the traffic signal operations. It should be noted that, if a double left turn lane is added, two through lanes eastbound on 58th Street would be necessary at least to the west school access intersection. The queue formed by westbound vehicles on 58th Street from TH5 is nearing the storage capacity provided by 58th Street between TH 5 and the West School Access. However, the current lane geometry on 58th Street is sufficient to accommodate the proposed development traffic. Due to the increase of traffic levels on 58th Street, especially left turns at the frontage road and at the east site access. consideration should be given to restriping 58th Street to a three lane section through the area (Figure 13). 58th Street is 52 feet wide and a three lane roadway could be accommodated without roadway widening, except for the approach to TH 5. On this approach a right turn lane would be added to provide three lanes of approach to the intersection, a left turn lane, a combined left /through lane. and a right turn lane. Adding a lane to the approach would reduce the lengths of the queues and would improve the efficiency of the TH 5 / 58th Street intersection. The new lane geometry would require modifications to the signal system at TH 5 / 58th Street and may require split phasing due to the left turns out of the shared through/left turn lane. . 0' N N i i 1 " ,... 1 t �� N l N 11 C • . • — • • L_ O e 02 s ' 'q 0 F y. t T.H. 5 SB -- - -- � - -- - s ' - -- - -- - -- _ � 8624 C & G r =° N 0 m SHL 3.6 m RI TURN LANE 8 m 1 �._ ... /3+ 1 j1 5 TAPER 2 m LT 31MEME/EITUR NIU LaNE URN LANE . 6 1 4.Bm 23*7 3.6 m 6 m Ri IUFiN LANE 1 3.0 m SHLO 1 -624 C & 6 ! • 3.0 m TRAIL _ ■ `�� �J - - - - -- - -- -- - S * s - L x Y ;'\ _ 1 j 1, — — ' R/t — 6 NI 11 I u • J o II I I II a" _"' — p0 N� 11 I 11111 00 Nu 11 1 1 II .4 .0. - L^ --∎ 11 1 I II I I I ; It 58th STREET U 1 1 11 u 1 t Ii 1 1 u ,/ u 1 1 n u 1 1 u u 1 1 .0 11 1 1 0 u 1 1 u 11 1 1 II SCALE (MEYR►c' 11 1 1 II ':loop 11 1 1 11 11 1 1 11 11 1 1 11 11 1 1 11 11 1 I 11 it I 1 11 11 I 1 11 11 1 1 11 11 I `1 11 ..pP II 1 , 11 II I s it > :' 11 I pl :.11 i. SOUTH EAST FRNT. ROAD J 11 1 0.1 _:(1 11 1 I 11 -; �O'1- 11 I I F .r 4 1 q� \ 4. 1 I 4 1 211.09: r....-** 1 y I 1 — 1 1 m 1 I � S • 1 • ' i— ..- ..... x' 3a 4 ' + t a I 1 C 1 1 AeliTivar.511 s 1 I , Y 62259.981 1 POT.2.2 ' 11 I _1 tic a. 1 I ry II II 1 e. /G II II 9� �(JR °: �o F /GuRE 11 11 11 99 u n 4- ,. - EX II 5 T/n/G QUEUE etkeni5 11 11 W m Alta) T45 Geomeni 1 11 II I PC. 2.274.25 M , II o 1' 1 I II II 1, 11 1 .wress, CERTIFIED BY �»� mriw . REG. NO. '0? / J • w. c'c,.cc. J N N I 1 N V 4 0 I I m is� .•• t T.H. 5 SB o K IVA __ r. -- -- °�- - -- - -- - - -- m SRL n m 1'3'P'S0q 3.6 m RT TURN LANE 1 - • _ - -- , 6-Cm X700 1 j l S�ApER m \ - - 4 foe :- _ m LT TURN LANE 15 +6 1 1l+ s - _ — --- __ __r - BS 1� 4.8 m 1 - 31 - x0 m 3.6 m m RI T URN LANE j T O m 5H14 ' Uc. 1•vr'.' 624 C L G • 3.0 m ?RATE 7T - -- -- - -- - 1.. LC - -- • r o " - 11 1 . 1 11 i " ��; O 0 . 0 11 I I II O NN 11 1 , 1 11 ^I • a • . N� II 1 1 11 It 1 1 11 58th STREET u 1 1 u u 1 1 u 1 'j n u 1 11 II II I I II II 1 1 tl " 15e/ It I , I II II 1 1 u (.G u 1 1 11 ' ' 1000 11 I 1 I 11 u I I I u 11 ' 1 11 . 11 1 I, 1 11 I 1 t 1 11 4IV, ! I it u VVVVVVI 1I II 11 I 1 II 11 1 1 11 11 1 ' 11 �fl 11 1 1 - 11 u 1 1 S II /`-, II I . I l E SOUTH EAST FRNT. ROAD 1 1 f .o w o u I 1 u 0 o y J u IF ,'1 a • I E: r. 10 Lq II r � i_ :.... i A 1 • 1 211.095 1 i i 1 1 • • c -v.. — I I o t — 11 I I 34 • 34-4 I COO S.- 1_ i _— _ --el 1 � � 1 1 C - - _ V I I 1 r 151240.511 1 1 Y 62259.981 POT.2•245.7 tI ' 1 Ili 1 y J �, " i F /bar i z. u u 1 .o II II 1 �O / /MJM cpufaE$ u 11 9 11 a S \''' AEXiSnIt/a# sire' ne4FAC o 11 O r i PC.2.274.25 , II II It I . 11 11 1 CERTIFIED BY- `r�r "w�w • R EG. NO..0? 1 1 MB .wr essto•• . is IKC• • If . r ialeininir .'. 11 \\ \ R \\ \ i \ , 1 ‘ \ ' \ \ \ I co 0 \ 1 r R Q \ 1' ■ \ ■ 1 \ 1` \\\\ I J ' \ \ \\ 1 r+ or'I u► ru uvu ccmrea ualima gaima &Al ow J I 1 m •• I I an ,ll a Z iS1I1111111111111111111111111111111111 U I i. y T= y CO 0 1 I I 1 1 HI H \ 1 H H H H 1 A ,11 == 1 72:1117111 : ::::– f I I 1 I R o K, a � _- i 1 I R tti jj — / E., tt ���� II II II II I I�IIII� = , I € : '1 gi 1 / R F i / I y f / I ' C41) V • +� l l Is l ¢ N. \ 51aA €.... / \\\ \ . di lib �Y 4Ki 1& A / / I / i '> \ \ YNCart f�`q'ff tg / / • err \ \ � � �s�ialla rs � � / / � Q, .� j �� \ 1 h:.Nlua':,�w�w / .. ' } Via' \\ \ // / / :® / / , ,' N ' ' 7/ ' / i C , ' D / / .. 1 �° 1 1 / 1 / .."...« .,„:•,,,. .\• ,,,,,, -/ ',/ . • ce 0 Mr. Don Shaffer, PE February 13, 1997 Page 22 of 25 Site Analysis The proposed site development plan was reviewed with respect to intersection sight distance at the proposed access intersections. The intersections were all found to have sufficient sight distance except for the access to 58th Street. Due to the curvature of the road, the area shown in Figure 14 must be kept clear of obstructions to provide for the distance of 550 feet required by the Mn/DOT Road Design Manual for a speed of 40 miles per hour. . N . ,.. r- 0 \ C . 1 •• '‘. \ / 0 6 1 i.... 41+ '• 'i. \ ‘ . ..--"" \ / Z In i \ C • ---- - m a • N„. \ ' sc- . \, ‘ N. \ ra .,‘„, ‘ \ i \ 1 \ . ....,/ ow \ ''''' \ • ' I -1! .1C L Ch ...........-- . \ \ N. \ N. • s • 0 ! \ \ \ 1 :re, i \ \ \ \ • 0 0 CO L. 1 0 00 1 , i N.' \ •.. \ 1 1 . - .....i L..: ' , • .k X . \ I i ‘ \ .I V■ '. \ I. ■ , \ —.....— ' •=n ( C=D •••••••••-" • . I 1 t ," -- ',-.• C'.;= C C:M t:= 1 ' 1 . ; 1 ; I 1 1 , 1 ' l• t ' \::\ ‘1 \ \ \ ! ( ; " 1 . ; : • . '• € i i 1 i i • . • I 1 , , 1 I. ...: ! 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N ":.,,\ , - - N .• , ,,,,,, „,..., 7 N, N. k.. / / / / ' \ - k.`k. •• :1 ; , - '''. i / / .., / ..".-. N. "..,, / / / / .....•' . , , . , / ,/. N ' • V / / . •• k. '''' i / 1 „ . .... . 1 e. / / C....7i \ ''''•;.'■ `..k !I ; N., ''''' •-, /4\'') ; / i '‘,/.e ',/ , N N..%, N'NN., 1 •, , / > 1 /--,:„. /. N ‘ • : / '„,,N, - •,, 1 ‘, FN., : / . ,/ / ,,,,,, •,,,,, .„,, ,•,..., '..,„7.,NY,, .-0:1,N. / / ' ,,, "'"•- ! ",,..- • - N: '..,, '' : / ' • i i ',., N i C --,- .4,', N .,, , ,.. • ..., N. N. , • N °•:. •' - N.< /;e •"/ •••, ; N','N. `N• N ,N• -• N. '''' ' N., sN* NA . : * , '■',..,. Ns ... / / / . ,.. / / / 1 / tA i N N.,. *. ■: * , s ..,"!:"..„ 'N. i / , / 0 ',,,, . Nk.N...N. ''S ' // / 1. 0 I - N. , -% ''..'•.,,, ..'N tt /0// • N N.' \• N •• .o• , ' 0 ELI s■ ■... s>. \ ,.„, N/ , 1 / 1 N.._ N. NZN...-- / "' • ,...., ,..1 leCe LI 'N, / '\, i i's, N , • Mr. Don Shaffer, PE February 13, 1997 Page 24 of 25 Conclusions • The proposed development is expected to generate 14,000 trips daily, and 1,330 vehicles in the peak hour. • The development should not be opened until completion of the TH 5 improvements. • The forecast traffic volumes were developed by adding the existing traffic volumes including the school peak to the site development traffic. Although these two peaks are not expected to occur at the same time, this method was used to conduct a conservative analysis. • The signalized intersection of TH 5 and 58th Street operates at LOS C under existing conditions and will improve to LOS B when the TH 5 improvements are completed. The addition of site generated traffic will still result in good traffic operations (LOS C). • The left turns from the west school access to 58th Street currently experience long delays. However, the long delay only lasts for a half hour as school lets out. Under forecast traffic conditions, the left turn delay will increase. • The left turns from the development access to 58th Street are expected to experience long delays during the PM peak period. • Both the West School Access and East School Access intersection do not meet the Peak Hour Volume Warrant Requirements for signalization. Traffic volumes at the West School Access are approximately 75% of the volume needed to meet the Peak Hour Volume Warrant. • The proximity of the West School Access / 58th Street intersection to TH 5 is not optimal spacing for signalization, and may result in storage problems if signalized sometime in the future. • Queue length analysis indicates that the existing road system provides sufficient storage for existing plus site generated traffic. • Although improvements to the existing roadway system are not necessary to accommodate the existing plus site generated traffic volumes, the following improvements should be considered to improve traffic Mr. Don Shaffer, PE February 13, 1997 Page 25 of 25 operations and safety and to accommodate further expansion in the area. 1. Restripe 58th Street to a three lane road to provide a system of left turn lanes. Widen the north side of 58th Street by seven feet to provide three lanes of approach at TH 5. 2. Add a double left turn lane for the southbound left turn from TH 5 to 58th Street. Provide two lanes eastbound on 58th Street to the West School Access.