The URL can be used to link to this page

Perch Denton Turn Lane Development Agreement DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 STATE OF TEXAS § COUNTY OF DENTON § DEVELOPMENT AGREEMENT This DEVELOPMENT AGREEMENT("Agreement")is entered into by Bonnie Brae BFR,LLC ("Developer"), acting by and through its duly authorized officers, with a principle place of business located at 508 Powell Street, Austin, Texas 78703, by and between the City of Denton ("City"), a home-rule city and a political subdivision of the State of Texas, acting by and through its duly authorized officers (Developer and City, herein referred to individually as "Parry" and collectively as the "Parties"); WITNESSETH: WHEREAS, Developer owns a approximately 16.97 acre property more commonly known as 2205 N. Bonnie Brae St., Denton, Texas 76207 and platted as Perch Denton Addition, Blk A, Lot 1, more particularly depicted on Exhibit"A" attached hereto ("Subject Property); and WHEREAS, development of the Subject Property will establish a residential development; and WHEREAS, the City has adopted the 2022 Mobility Plan (the "Mobility Plan"), comprising a thoroughfare plan map and associated thoroughfare standards, guiding the buildout of the city's roadway, sidewalk, and on-street bicycle transportation network; and WHEREAS, the City is designing and constructing the Bonnie Brae Street Phase 6 Project, which is the widening of Bonnie Brae Street from a two(2)lane undivided to a four(4)lane divided roadway from University Drive (US380) to N. Elm Street (US77) and is a component part of the larger multi-phase Bonnie Brae Street Improvement Project; and WHEREAS, to support pedestrian, bicycle, transit, and vehicle connectivity between the Subject Property within the Bonnie Brae Street Phase 6 Project, Developer has requested City to design and construct, at Developer's expense, an alternative vehicular element of a median cut for a hooded left-hand turn lane (hereafter, the "Project") and make part of the Bonnie Brae Street Phase 6 Project plan set as more particularly described in on Exhibit "B"; and WHEREAS, Developer is contributing towards the Project to address the impact of their planned development (PD22-0003b) on the operation of the referenced median cut for a hooded left-hand turn lane as determined by Section 7.8.7.C.3 of the Denton Development Code; and WHEREAS, City Council approval of PD22-003b was conditioned on the Developer's contribution to the Project and the impact of their planned development; and WHEREAS, the Bonnie Brae Street Phase 6 Project has been planned as depicted on the attached Exhibit "C" with titled Sheets 150 and Sheet 151 of the Paving Plan/ Profiles for Bonnie Brae Street Phase 6 Plan Set, from construction station 63+95 to construction station 67+23, attached hereto and incorporated herein; and WHEREAS, the Parties desire to formulate this Agreement to memorialize the Developer's obligation to pay the City the full cost for the design and construction of the Project; DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 WHEREAS,Developer, its successors and assigns,proposes to redevelop property located at 2205 N. Bonnie Brae St. This Agreement is to memorialize Developer's intent to provide funds, or to have funds provided, pursuant to Section 7.8.7.C.3 of the Denton Development code, for the proportionate share of the costs for the installation of an alternative vehicular element of a median cut for a hooded left-hand turn lane in accordance with the proposed redevelopment of the property and as required by City Council as a condition of approval for PD22-0003b WHEREAS, the Bonnie Brae Street Phase 6 Project is anticipated to cost approximately Twenty-Seven Million and 00/100 Dollars ($27,000,000.00) to construct. The City has calculated Developer's proportionate share of the costs for the design of the Project at 2205 N. Bonnie Brae St. to be Eight Thousand Dollars ($8,000) and for the construction of the Project to be Eighty-One Thousand, Nine Hundred Sixty-Nine and 30/100 Dollars ($81,969.30). Developer understands and agrees that upon Denton City Council approval of the required funding item, Developer shall deposit its share of the obligated funds stated herein with the City before any construction activities will begin. WHEREAS, this Agreement confirms Developer's agreement to voluntarily pay its proportionate share of the estimated costs of the Project and Developer's agreement to the estimated amount. Developer further agrees that the construction of the Project will not commence until such time that additional funds are obtained by the City to fully fund the installation of the alternative vehicular element of a median cut for a hooded left-hand turn lane. WHEREAS, Developer also acknowledges that the funds Developer will pay under this Agreement are not "impact fees" as defined by state law, but shall constitute compensation for the city's construction of the required improvements. It is Developer's understanding that these payments will be credited to separate City Fund and used only for financing construction of alternative vehicular element of a median cut for a hooded left-hand turn lane. NOW THEREFORE, in consideration of the mutual covenants and obligations herein, the Parties agree as follows: SECTION 1. DESIGN AND CONSTRUCTION VALUE FEE ASSESSMENT A. Design and Construction Value Fees. 1. Design plans for the Bonnie Brae Street Phase 6 Project have been completed and Developer shall be assessed and pay to the City Eight Thousand Dollars ($8,000.00) for the proportion of the design costs attributable to the design of the Project as shown in Exhibit"D" ("Design Fee"). 2. The Developer shall be assessed and pay to the City the proportion of the costs attributable to the construction of the Project Eighty-One Thousand, Nine Hundred Sixty-Nine and 30/100 Dollars ($81,969.30),the "Construction Value fee" as shown on Exhibit"E". 3. To obtain the Construction Value Fee,Developer acknowledges that until a bid is selected, and contract awarded for the Bonnie Brae Street Phase 6 Project, the Construction Value Fee is as shown on Exhibit "E". Developer acknowledges and accepts the obligation to pay the construction value fee and Developer accepts any and all risk in agreeing to pay the Construction Value Fee before the reassessed final construction cost has been accepted through the change order process. 4. If the reassessed construction value fee exceeds the estimated construction value the excess cost will be funded out of the escrow funds provided by Developer. In no case shall Developer be required to contribute additional funds towards this project beyond what is DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 specifically outlined within this agreement. SECTION 2. PAYMENT SCHEDULE OF DESIGN AND CONSTRUCTION A. Design Fee 1. The City has completed Project designs. The Developer shall pay the Design Fee within 5 days of the Effective Date of this Agreement. B. Construction Value Fee 1. The Developer,within forty-five(45)days of the Effective Date of this Agreement, shall pay the Construction Value Fee and shall fund a 25% contingency fund for additional unanticipated Project costs. These funds shall be deposited in a city account and utilized solely for the construction of the Project. SECTION 3. TERM The term of this Agreement shall begin upon execution and shall terminate upon the complete performance of all obligations and conditions precedent by the Parties to this Agreement. Upon execution, this Agreement shall be recorded in the Denton County Real Property Records as covenants running with the land,burdening subsequent purchasers of the Subject Property or any part thereof, if any, until all obligations of the Developer are satisfied in full. SECTION 4. DESIGN AND CONSTRUCTION The Project design phase is complete, save for Developer's payment of the Design Fee to the City. Subject to receiving the Construction Value Fee from the Developer, the City shall construct the Project during its work on the Bonnie Brae Street Phase 6 Project. Developer acknowledges and agrees that City is not agreeing or warranting a completion date of the Project, and the City shall not be held liable or responsible to the Developer or any other party, nor be deemed to have defaulted under or breached this Agreement for any failure or delay in performing the construction of the Bonnie Brae Street Phase 6 Project or the Project under this Agreement. SECTION 5. INDEMNITY DEVELOPER SHALL INDEMNIFY, SAVE, AND HOLD HARMLESS THE CITY, ITS ELECTED OFFICIALS, OFFICERS, AGENTS, ATTORNEYS, AND EMPLOYEES (COLLECTIVELY, THE "INDEMNITEES") FROM AND AGAINST: (I) ANY CLAIM, DEMAND, ACTION, OR CAUSE OF ACTION WHICH DIRECTLY OR INDIRECTLY CONTESTS OR CHALLENGES THE LEGAL AUTHORITY OF THE CITY OR DEVELOPER TO ENTER INTO THIS AGREEMENT; AND (II) ANY AND ALL LIABILITIES, LOSSES, COSTS, OR EXPENSES (INCLUDING ATTORNEY'S FEES AND DISBURSEMENTS) THAT ANY INDEMNITEES SUFFER OR INCUR AS A RESULT OF ANY ACTION OR OMISSION OF INDEMNITEES PURSUANT TO THIS AGREEMENT; PROVIDED, HOWEVER, THAT DEVELOPER SHALL HAVE NO OBLIGATION UNDER THIS PARAGRAPH TO THE CITY WITH RESPECT TO ANY OF THE FOREGOING ARISING OUT OF THE SOLE NEGLIGENCE OF THE CITY OR THE BREACH BY THE CITY OF THIS AGREEMENT. DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 SECTION 6. REMEDIES If a default by the Developer occurs and continues, after thirty (30) days written notice to cure a default, City may, at its sole option,terminate this Agreement in accordance with Texas law,without the necessity of further notice to or demand upon the Developer. All warranty and indemnification obligations herein shall survive any termination or assignment unless the Party warranting, or indemnifying, is released by the other Party. Nothing in this Section shall be construed to waive any sovereign, governmental immunity available to City, or its council, employees, and/or agents,under Texas law.Nothing in this Section,nor the election of the City to not exercise a right or seek a remedy at a particular time, shall be construed as a waiver or release of any right, remedy, or cause of action that is available to the City under or as a result of this Agreement, in equity or at law. SECTION 7.VENUE AND GOVERNING LAW This Agreement is performable in Denton County,Texas, and venue of any action arising out of this Agreement shall be exclusively in Denton County, Texas. This Agreement shall be governed and construed in accordance with the laws and court decisions of the State of Texas. SECTION 8. NOTICES Any notice required by this Agreement shall be deemed to be properly served if deposited in the U.S. Mail by certified letter,return receipt requested,addressed to the recipient at the recipient's address shown below, subject to the right of either Party to designate a different address by notice given in the manner just described. If intended for City to: The City of Denton Sara Hensley, City Manager 215 East McKinney Denton, Texas 76201 If intended for Developer to: Bonnie Brae BFR LLC 508 Powel Street Austin, Texas 78703 Capitol Corporate Services, Inc. Attn: Bonnie Braw BFR, LLC 1501 S.Mopac Expressway, Suite220 Austin, Texas 78746 SECTION 9. APPLICABLE LAWS This Agreement is made subject to the provisions of the Charter and ordinances of City, as amended, and all applicable state and federal laws. The Parties stipulate that this Agreement does not satisfy any other development obligation under law or City ordinances. DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 SECTION 10. SEVERABILITY In case any one or more of the provisions contained in this Agreement shall for any reason be held to be invalid,illegal, or unenforceable in any respect, such invalidity,illegality, or unenforceability shall not affect any other provision thereof and this Agreement shall be considered as if such invalid, illegal, or unenforceable provision had never been contained in this Agreement. SECTION 11. CAPTIONS This Agreement may be executed in any number of counterparts, each of which shall be deemed an original and constitute one and the same instrument. SECTION 12. CAPTIONS The captions to the various clauses of this Agreement are for informational purposes only and shall not alter the substance of the terms and conditions of this Agreement. SECTION 13. SUCCESSORS AND ASSIGNS The terms and conditions of this Agreement are binding upon the successors and assigns of the Parties to this Agreement and stand as obligations running with the land until satisfied in full, regardless of whether the Subject Property is developed as the Development, or as any other alternative use. SECTION 14. ENTIRE AGREEMENT This Agreement embodies the complete agreement of the Parties hereto, superseding all oral or written previous and contemporary agreements between the Parties relating to matters contained in this Agreement and, except as otherwise provided in this Agreement, cannot be modified without written agreement of the Parties to be attached to and made a part of this Agreement. The scope of this Agreement is limited to the specific obligations of the Developer set forth in Sections 1, 2 and 3 and the obligations of the City set forth in Section 4. The Parties further stipulate that with respect to the limited scope of this Agreement, the funds provided are not disproportionate to the burdens of the development. The Parties stipulate that this Agreement does not constitute a permit for development under Chapter 245 of the Texas Local Government Code. EXECUTED on the Effective Date, by the City, signing by and through its City Manager, and by the Developer, acting through its duly authorized officers. EXECUTED originals this,the 21 st day of May , 2024. [Signatures to appear on the following page.] DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 CITY OF DENTON DocuSigned by: S�.E Hwy By: CITY MANAGER, SARA HENSLEY ATTEST: LAU QPEN, CITY SECRETARY By: namocanx own THIS AGREEMENT HAS BEEN BOTH REVIEWED AND APPROVED as to financial and operational obligations h&&4Wg terms. 1-ktwr (yAit& �IGNATUIIE revor train PRINTED NAME Director of capital Projects TITLE City of Denton RgA&4MENT DATE APPROVED AS TO LEGAL FORM: MAC 6][�T��ry„AND, CITY ATTORNEY 15t,tn�a�i� N. Sav�p(cs, ll By. AR7FQ31ADF45405 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 EXECUTED originals this,the day of Kll 2024. BONNIE BRAE BFR,LLC By: SIGNATOREn Ff fza4e� 6r, PRINTED NAME awlf 14 s�� TITLE A&"!Vr, P" )As P � DEPAR NT IAzy DAT DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 a j R lip �.L.�.71 S a ° E.a%I MArO8 Ma z e g - W 8t a n urwaor CIL a fsSO [ �, ! iI I Ili q GVJ WY1az R 8Ei n°'be• nit:: I f r.ga Ji __ ®ri� a u tlo C z of m m z o G e� x� 6fI aid a o t�s l ' I li• as 6 — 9 1 11 14 Q�y� Pig, <'� tlx a � i n° � <w � _ E"ais�II s' 1 SPig, �c� �•' as ��# E GIV Qa d Jj 33 55 ++C��555" n 6 I 3 L` 1 s ' € sy spa` !I $4 1 b tt pr€jY (86 { 1 tSP$ 31 $ i*sib �� $��€ fit$t ��J°fi��1 n3. , '•/ i yl m� nl $ {{ I 9u_J,n 11� J irr .9� 5 egtlg g ".� � �• .{ � •n d_a a M.arwew,wV rr ��V, i e e� ° • FF E r. r A Ya t a�J �AEn d 1iF i qq fill S {oa ${ 49n,a,r �nd: ' l "�ifia 8if IIr�,1, u �a E 64 � gg C 4 1 A I f .sr 9 3 Ls r�;u -�-�-- -` -h_-`- $ ,..:: g ,m nil � ■ g� $.$f¢ '� j x G,;o DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 ijUl++�� S ppp � a a �Q Zcrit mt�tJ�pp�W p RAllmt IItl <Hr p i € �a`8 $III a 3i a G. a5,Illj it. d i A } 3 a IL J ea t ix ez � 8 j�$ P CC+ }�[ 6, CIA�i 0a Gail y � ¢ is b5if R I a ss-� ai li G �• rd -��ta 1 L �� J I� �' • gat �� + 5ig a G e E " s s .. W � .. ■ � „ s .. s 4xlx-. s J.;;9 a a a c "Z' _- all! € -Y a F!a § 8 8 I� �� gb }� us : e � kiRxa3tbr; § b � `� 'r �` akis $ ss � � � �a b 4 A 5 - 11 H (Yfalijz} @b � _ aS - $ -A 08Q � 88 0 s � 3g333 35I3 -s "s ^s 's b b a � B �39 rFO� I s � s ■ s W � ■ s s ■ s ., .. „ ., s till Yr-r ��#�� E � YI'b L---`' ;5 � Esh ' kklakk 'sa � Akkkbk � baxa a d $ � 8 s x � ee St a N B 8 � - - - & a � 3Sn5559 § 5333I53 '' g ��g�fggg 59 � L�{ .4-� `� � '�°`h f ■ ■ u i ■ 3 u u ■ u f i f f f 3 frlp g s•••sf�� bro � � � �� - ^i� � k i Z � '^ § 'J ;7t � k '' '` }t �i � R � R 3t R k sibg jypYY: Y ro, 8 6b a a z` 3F"b3 Y r k � R $ N 4 � d � Rrl7E S' r; DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 590swP wo'•ano asa eao •a iooiu lo-ma_ano asa woo•Rai+uaq•ma_ano asa pa y omwa :o wv 91:z1:z [zoz/z/9 ar J s i�l oo n W O s Jo �o 1�LL a l N �� E vm 2 a a2 YN�O Z '^ 2CL W 40 G0N0.�Ox LL$ ¢? orc � � om �OF wv O rc - LL¢ Q0N o 1. b x Zo 0 0 In a O ao N j <.w Z7N0 m�OON J ' • O a zw Z 0_ Nw Nm N �� o=w Voo a _ ca I 01 H 0= w IL 00•S9 d1S - 3NIl H31Vh w I OO4S9 YIS= 34111 HOAV1 : m : w aa� 91 v e o � a .o mow — wac a Niw Q n o t a m al � aQ m N a O , w : a• z i i r - i UpryU� mrc • i rv�wo ......_i.._.......i...... _ u > t� Z a0.20\I mm mm ¢ OO mwZ . w mNr O\ :Pn�br A > I I ....i.........i..... `pOs N . 1 wz I I • I mo m .i ...................i...................._............o. n r •m X_ 0 Na0 um a— n <�z°ter o0s�m s o o. 20 - ZZ I m w ...4 4 I......60•V99'^ go qvgj a 3�« 16 4Jo I w -........................................................_. _...`...... �a wm r w:`nuwiLL J %Z wymo I J .9Z .zz I � gw I 10 W O Q n L9"Z99 0 i .. m ....._;.._.......,............;....... ... . zz I �mm or OS•f99 a�_rc ....:........ F 12ry � ZJ•00 i i i ww� I E �. o a � mo w�wwv: �o Q �m uog m�i Q II y .......:................... c Ow < �a< Jmm w m�� w:OnwZ3 n Ow O III ......_.. N I N i ai:arc n o. .......:..........:..........:....... _ _ D z :mi:Nrco I a a I Ow 0 Si r 06'Z99� m S Fw w Q —_¢ a K 2 n¢ OJ w u wrm�ywi I m za oiz 11.1 A313 ONf10i10 19IX3 w O m w0 � a Z � ^N op 4313 oa#oea • z u w v - - mrc wm� � orc, II vo<� J miH m i aoF o�a'o ci ......................_......._ _ _ _ a I wrvi= I w - O w O �I 00.09 T1S 3411'.X011'/1 06 199 00+09 d1S - 3NI H31VW O['Z99 L d u6p'SO dRd£!!!00\105905wp�woo•tlno�65a�wui l6ao�'alooiu�l0-ma-ano�Osa�woo'Fel+ueq'mtl-tlno�Osaa�a,p0ul Naommtl�:0 u!I6aoy•alon!N WV 91:ZI:3 EZOZ/Z/9 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 590swP\WO''ano asa®u!Ieao aro! \Io-ma_ano asa......6a1+aq•ma_ano asa\ pa omma\:o wv sz:zl:z czoz/z/9 0 ouw+ _ s =s ==s moo = = a Ell N /w� E v m = W o z ; a $J w �x a W o�.o a wm 40 a- ¢ o_ u mrc m w ¢ aao u - R. 8 0 � w � v o 0 o Z O In a In ao NW aW Ho mowN J o a zw Z ■ a g Nw Nm qL VMS � rvM � 00.OL d1S - 3NI-1 H01dW O I o0.01,r15,- 3411 XOLVA .... . III . ........... I I I I �o X _ N n £ I ZZ I �� a. 0 zl f� p w • � � p bZ'£89 ' ' uu o N ►S'£89� I III I m Qw a 1 u .6Z u I 10 of ........................... .... �a u zo cw F N O In mm .'L Ld I =1I I� �= Z=N a Nr �I ry 0w �o I W w� w . . J �w a : iII o o o ��0 w mw Q— i mil Z£'£89 0 c -• :,� � mmz m rcz ual "9 m� rvO <W m Oo m v Y J I nZx ' Im0 � - - r n u sw wx l<�N mr m w I i1 n I NJ om m� I_ m NN I •�nN 'l "J t • �yH O a 00Ib89 0 • _ . ......:...... wwn�N 0on�z u om� z I 01 < u a 01 r ry O c z 6 mJ n J _ a m u PwN ?r Pn mm' on u z I a10 o: z J.... .. _ J s x w w m W w� .6Z 'L 4• LLd K �xLU w �a �O w O yr 66'Z89 0 w No j j .........._......... 00 �- ou �= a 0 '£e9� N Kry u 20 ¢6 a Q I O NJ� I arc . a w wo a ry o m .......;..........:...........;......._.. Q�NUIOY 3. vIC o �� W i OU 6 mw W z od\ m N rcoa� oe, I b z mry o • O u Z < ry o d N g J c- a1OC z a rc '-"o c �NWn u: a N w— oo�e: boo •'�j WLLA3l3 ONfl0il018IX3 1m -- 4313 j1W dOtld wa r/ a ON Ow ry I d UO ♦ O a �o Qo I ................... f :...._............................................................ _ r I� N01IO I O 0 6•59.Y15 3471 X'31VA'', S8'Z89 00*S9 ViS - 3NII H31VW 91'£e9 u6p'90 d £LLL00\IOS905wp\woo•dno�65dI.,l6ao1'alooiu\l0-mtl-tlnou6stlu'woo'Fel+ueq'mtl-dno�6stl.l\-Ilp6ul N.lommtl\:O 'Il_U'alon!N WV SZ:Z I:Z £ZOZ/Z/9 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 EXHIBIT C Traffic Impact Analysis Perch Denton Denton, Texas March 15, 2021 Prepared for: Mr. David West Good + West Residential 1515 West 6th Street Austin, TX 78703 Prepared By: Christy Lambeth, P.E., PTOE Lambeth Engineering Associates, PLLC 8637 CR 148, Kaufman, TX 75142 1 972.989.3256 j•:' +►� Texas Registered Engineering Firm# F-19508 i*...........................•'.o CHRISTY H LAMBETH j Project #003DEN I.............. . �•o9, 91036 Qi f eS'OL . A M B , E T H ��N...•�Nv� ENGINEERING ASSOCIATES Mac 15,ZOZI Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 • L A M B E T H • TABLE OF CONTENTS EXECUTIVE SUMMARY.................................................................................................... I INTRODUCTION ............................................................................................................. l Purpose .................................................................................................................................1 ProjectDescription...............................................................................................................1 StudyParameters.................................................................................................................4 StudyScenarios....................................................................................................................................4 StudyArea............................................................................................................................................4 RoadwayNetwork...............................................................................................................4 RoadwayDescriptions........................................................................................................................4 Pedestrian Connections .....................................................................................................................4 TRAFFIC VOLUMES ........................................................................................................6 Existing Traffic Volumes........................................................................................................6 Background (No-Build) Traffic Volumes.............................................................................6 Site-Generated Traffic Volumes .........................................................................................6 Background-Plus-Site (Build) Traffic Volumes ....................................................................7 TRAFFIC IMPACT ANALYSIS ........................................................................................22 Intersection Capacity Analysis— Methodology.............................................................22 Intersection Capacity Analysis .........................................................................................23 Intersection Analysis Results and Recommended Mitigations......................................25 Roadway Link Capacity Analysis — Methodology.........................................................26 Roadway Link Capacity Analysis .....................................................................................26 AuxiliaryLane Analysis.......................................................................................................27 Left-Turn, Deceleration Lane:...........................................................................................................27 Right-Turn, Deceleration Lane: ........................................................................................................28 SightDistance Analysis ......................................................................................................29 AccessSpacing Review....................................................................................................29 CONCLUSIONS AND RECOMMENDATIONS.............................................................30 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 , L A M B E T H • LIST OF EXHIBITS Exhibit1 . Vicinity Map .............................................................................................................2 Exhibit2. Site Plan ....................................................................................................................3 Exhibit 3. Existing Roadway Geometry..................................................................................5 Exhibit 4. Year 2021 Existing Traffic Volumes .........................................................................8 Exhibit 5. Year 2021 Existing Traffic Volumes Adjusted for COVID ......................................9 Exhibit 6. Year 2022 Background Traffic Volumes .............................................................. 10 Exhibit 7. Year 2027 Background Traffic Volumes .............................................................. 11 Exhibit 8. Site Traffic Inbound Trip Distribution Without Hooded, Left-Turn Lane ............. 12 Exhibit 9. Site Traffic Outbound Trip Distribution Without Hooded, Left-Turn Lane.......... 13 Exhibit 10. Site Traffic Inbound Trip Distribution With Hooded, Left-Turn Lane................. 14 Exhibit 11 . Site Traffic Outbound Trip Distribution With Hooded, Left-Turn Lane.............. 15 Exhibit 12. Site Traffic Volumes Without Hooded, Left-Turn Lane...................................... 16 Exhibit 13. Site Traffic Volumes With Hooded, Left-Turn Lane............................................ 17 Exhibit 14. Year 2022 Background-Plus-Site Traffic Volumes Without Hooded, Left-Turn Lane ........................................................................................................................................ 18 Exhibit 15. Year 2027 Background-Plus-Site Traffic Volumes Without Hooded, Left-Turn Lane ........................................................................................................................................ 19 Exhibit 16. Year 2022 Background-Plus-Site Traffic Volumes With Hooded, Left-Turn Lane .................................................................................................................................................20 Exhibit 17. Year 2027 Background-Plus-Site Traffic Volumes With Hooded, Left-Turn Lane .................................................................................................................................................21 LIST OF TABLES Table 1 . Projected Trip Generation........................................................................................7 Table 2. Intersection Level of Service Summary with Existing and Currently Planned Geometry (Without Northbound, Hooded, Left at Site Driveway) .................................23 Table 3. Intersection Level of Service Summary with Existing and Currently Planned Geometry (With Northbound, Hooded, Left at Site Driveway) .......................................24 Table 4. Intersection Level of Service Summary with Recommended Improvement....25 Table 5. Intersection Level of Service Summary with Recommended Improvement....25 Table 6. Roadway Link Level of Service Summary.............................................................26 Table 7. Projected Northbound Vehicles Queued at the Immaculate Church Driveway .................................................................................................................................................27 Table 8. Projected Northbound Vehicles Queued at the Immaculate Church Driveway .................................................................................................................................................27 Table 9. Sight Distance Summary.........................................................................................29 Table 10. Access Driveway Spacing Summary .................................................................29 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 • L A M B E T H • EXECUTIVE SUMMARY Lambeth Engineering Associates, PLLC, conducted a traffic impact analysis for the proposed Perch Denton residential development located southwest of the W. Windsor Drive/N. Bonnie Brae Street intersection, south of Immaculate Conception Catholic Church in Denton, Texas. This TIA is being conducted to support the site plan and to evaluate the feasibility of providing a northbound, hooded, left-turn lane to provide access to the site. The project is planned to be completed in 2022 and is planned to contain 94 single-family lots and 106 multifamily, residential units—for a total of 200 homes. This study evaluated the impact that the proposed development will have on the surrounding roadway network and provides recommended mitigation measures needed to maintain acceptable roadway conditions.The study also evaluates the proposed hooded, left-turn lane access into the site driveway. The following roadway intersections were studied in this analysis: • W. Windsor Drive at N. Bonnie Brae Street (unsignalized) • N. Bonnie Brae Street at Immaculate Church Driveway(unsignalized) • N. Bonnie Brae Street at W. University Drive (signalized) • N. Bonnie Brae Street at Site Driveway(unsignalized) A 2% annual growth rate was applied to the existing traffic volumes to project future background volumes.The following study scenarios were analyzed during the weekday AM and PM peak hours: • 2021 Existing • 2022 Background • 2022 Background-Plus-Site • 2027 Horizon Year Background • 2027 Horizon Year Background-Plus-Site After taking into consideration internal trips, the site is projected to generate 122 trips in the AM peak hour (30 inbound and 92 outbound) and 158 trips during the PM peak hour (99 inbound and 59 outbound).The projected weekday total (inbound and outbound) is 1,743 trips. Below is a summary of findings from the analyses presented in this report. • The roadway intersections are shown to operate with an overall LOS D or better considering existing, background, and background-plus-site traffic volumes with the following recommended mitigation. N. Bonnie Brae Street at W. University Drive — Northbound and southbound approaches are shown to operate at LOS D and E considering the existing and background volumes, and the delays worsen upon addition of the site traffic. When the splits are updated (with the same cycle length),the approaches are projected to operate at LOS D or better. • The roadway links are shown to operate at LOS D or better considering existing, background, and background-plus-site traffic volumes with the existing roadway geometry. Perch Denton TIA I Page i Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 , L A M B E T H • • It is recommended the City consider allowing a northbound, hooded, left-turn lane at the site although doing so would shorten the City's desirable left-turn storage for Immaculate Church. The analysis indicates the shortened storage length will be sufficient to accommodate the 95th percentile queue projected for the school and church. In addition, observations show the storage length will accommodate the queue other than 30 seconds per day. • The city requires a right-turn,deceleration lane. However,if a hooded,left-turn lane is provided, only 40 vehicles per hour are turning right at the site driveway. Therefore, a right-turn, deceleration lane is not recommended if the hooded, left-turn lane is approved. • The City of Denton's desirable sight-distance requirements are satisfied at the site driveway. • All driveways satisfy City of Denton's driveway spacing criteria. This analysis shows that the proposed development is not expected to have a significant impact on the surrounding roadway network. Perch Denton TIA I Page ii Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 • L A M B E T H • INTRODUCTION Purpose The services of Lambeth Engineering Associates, PLLC, (herein Lambeth) were retained to conduct a traffic impact analysis (TIA) for a proposed residential development, Perch Denton, in Denton, Texas. The purpose of this study is to project the anticipated traffic that will be generated by the proposed development, determine the impact it will have on the surrounding roadway network, and determine necessary mitigation measures needed to maintain acceptable roadway conditions. This TIA is being conducted to support the site plan. Future plans for N. Bonnie Brae Street included a median across from the site driveway. As part of this development,a request to consider a northbound, hooded, left-turn lane is being requested. This study evaluates the project both with and without the hooded, left-turn lane. Project Description The project site is located southwest of the W. Windsor Drive/N. Bonnie Brae Street intersection, south of Immaculate Conception Catholic Church (Immaculate Church) in Denton, Texas. The site is currently vacant. The project is projected to be completed in 2022 and will contain 94 single-family lots and 106 multifamily, residential units—for a total of 200 homes. A vicinity map is shown in Exhibit 1, and the site plan is shown in Exhibit 2. Perch Denton TIA I Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-8(4E8-49CF-A393-58C87FE67A68 Lu 16 s • `.` a C Z i W t AF 'IS'6eig aiuuoe LLI r N P \ " ott . � � ps.�•w ws o � RV T Irn •.ttt� o (� Ln ' c •� r�� r �a -tea. . w■ o } r.■.wr .i 2 U 4. w I • 60 • j `• o •pia$ o � s � c - • 1 O J o DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 Ey ° „v, Y C N T .�0 N 0 N m'm �. 0 3 .v. w '^v O m -mp rn m ti TdS y O }s aea8 aiuuo8•N -- -- ---- ----- o y y Y E v '> E o O.c c O o0 sjualuase31q!m N, c I > m c 0 m o 0 / UI Q FI R o o H o O. 0 - i I oo a o `m o a a+ o o 'c n'1 �I 00 O pp oo Z z 00 00 00 ill G .x a Q ui ta w - _ o sz m o v "" m m m N 3 v 3 3 V 1 II O tv - O w Q Z N a O Q—Z ��--- - -- __ II o-• OI I Clilt w N I o � II � O - Z N —� 0 a a Q I N V Ol V C m O I: 7h F a In 2 (A d 00 J LLI 11 j1 � O G z (b 1 V ReMy;IoN o d II E0 m ^ N 1 1 j1 N O r 0 O R -O "O a _ 1 I Y. N T T T vVi � p W O J N r AeMy}nogCA vI 11 Q ala l Q a CI m W m� 1 - - Ol � •m .d x at + n � u1)IooIaanp a I Q C9 y O 1 1 11 7 D O Vl N O~tD cVp N �I � V -0� O C SZI N l� 0 pz N 1 Q w Q z o w 0 1 ' F p Z � � o v I m a -------- --- ----- - Q u-11nolool °� 111 II m � .2 3t ° > w ------ ---- - It «=-- x wo R 9 3 w s P jp V R a� 3 3s Mopeaw4saj] a •. Q �, a+ a v �+ tA — N Y Y r c c u z o. .di a� a in G w DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 • L A M B E T H • Study Parameters This TIA considered the following study parameters that were reviewed and approved by the City of Denton at the onset of this TIA. Study Scenarios The following scenarios were studied in this analysis: • Roadway Intersections: Weekday AM and PM peak hours of adjacent street traffic • Roadway Links: Weekday AM and PM peak hours of adjacent street traffic • Analysis Scenarios: 0 2021 Existing 0 2022 Background 0 2022 Background-Plus-Site 0 2027 Background 0 2027 Background-Plus-Site Study Area The following roadway intersections were studied in this analysis: • W. Windsor Drive at N. Bonnie Brae Street(unsignalized) • N. Bonnie Brae Street at Immaculate Church Driveway(unsignalized) • N. Bonnie Brae Street at W. University Drive (signalized) • N. Bonnie Brae Street at Site Driveway (unsignalized) Roadway Network Roadway Descriptions The project includes the following roadways: • N. Bonnie Brae Street — Existing Cross Section: Four-lane, undivided roadway Speed Limit: 40 MPH — Thoroughfare Plan Designation: Major Arterial Planned Roadway Improvement: Widen N. Bonnie Brae Street to a four-lane, divided roadway. Construction is expected to begin in May 2021 and estimated to be complete end of 2022. Ultimate roadway plans are for a six-lane, divided roadway. • W. Windsor Drive Existing Cross Section: Four-lane, divided roadway — Speed Limit: 30 MPH Thoroughfare Plan Designation: Major Arterial • W. University Drive — Existing Cross Section: Six-lane, divided roadway Speed Limit: 45 MPH — Thoroughfare Plan Designation: Principal Arterial A summary of the existing roadway geometry used in this analysis is shown in Exhibit 3. Pedestrian Connections There are sidewalks on the east side of N. Bonnie Brae Street and on the west side, north of the site. The site is planned to provide walks on N. Bonnie Brae Street, adjacent to the site. Perch Denton TIA I Page 4 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 1 a 0 W.Windsor Drive dOIS • •STOP 4)tt* l► 0 Church Driveway 0 Park Driveway o Driveway 1 �t t 0 Requesting Hooded, Left-Turn Lane. 2 0 Co ML m Z W. University Drive t too. LEGEND: *STOP STOP Sign a Traffic Signal Existing Travel Lane 3/15/2021 Exhibit 3. Existing Roadway Geometry Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 , L A M B E T H • TRAFFIC VOLUMES Existing Traffic Volumes Intersection turning-movement volumes and roadway link traffic volumes were collected on Wednesday,January 6, 2021,from 7:00 to 9:00 AM and from 4:00 to 6:00 PM.The intersection turning- movement volumes at the Immaculate Church driveway were collected on Thursday,January 21, 2021, from 7:00 to 9:00 AM and from 2:30 to 6:30 PM and on Sunday, January 24, 2021, from 7:30 AM to 12:30 PM.Year 2021 traffic volumes are presented in Exhibit 4. Detailed data sheets are provided in the Appendix. Traffic volumes are lower in 2021 than in typical years due to COVID-19. Therefore, year 2019 traffic volumes were obtained for the north of N. Bonnie Brae Street/W. University Drive intersection and compared to determine typical year 2021 traffic volumes. The 2021 traffic volumes were adjusted by growing 10%during the AM peak hour to represent typical traffic volumes. To be conservative, in addition to the 10% COVID adjustment factor, the turning movements into/out of the Immaculate Church driveway were increased by an additional 40% to account for lower school and church attendance.This estimate was based on approximate student data provided by the school. The existing traffic volumes are summarized in Exhibit 4, and the adjusted traffic volumes are summarized in Exhibit 5. Background (No-Build) Traffic Volumes Historical traffic volume data were obtained from TxDOT's online traffic counts', which shows less than 2% annual growth rate in the area. However, to be conservative and account for new developments around the site, a 2% annual growth rate was used for this analysis. Traffic forecasts were developed for the year 2022 no-build scenario by applying the 2% annual growth rate to the existing traffic volumes, illustrated in Exhibit 6. The TxDOT historical volumes are provided in the Appendix. A five-year, horizon scenario was also considered. Year 2027 background (no-build) volumes were determined by increasing the background traffic using the 2% annual growth rate. The 2027 volumes are shown in Exhibit 7. Site-Generated Traffic Volumes Traffic generated by the development, known as trip generation, is calculated based upon methods and rates published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 101" Edition. Internal capture reductions and pass-by trips are not applicable for this site and were not considered in this TIA. The resulting trip generation is shown in Table 1. Texas Department of Transportation Planning and Programming Division's Statewide Traffic Analysis and Reporting System II,https://txdot.ms2soft.com/tcds/tsearch.asp?loc=txdot. Perch Denton TIA I Page 6 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 , L A M B E T H • Table 1. Projected Trip Generation ITE# Use Quantity Weekday AM Peak Hour PM Peak Hour Total I In Out Total In Out 210 Single-Family 1 94 Lots 982 72 18 54 96 60 36 220 Multifamily Housing(Low Rise) 1 106 Units 761 50 12 38 62 39 23 Total:1 1, 99 59 The site-generated traffic was distributed through the study area based upon existing traffic volumes, roadway configurations, and study area. The following two scenarios are considered in this study: 1. Roadway geometry as currently planned for N. Bonnie Brae Street with a median across the site driveway; therefore, the site driveway would be right-in/right-only. The site could be accessed by traveling southbound on N. Bonnie Brae Street and turning right into the site; therefore, northbound motorists would pass the site, then make a U-turn at the Immaculate Church driveway. 2. Consider a northbound, hooded, left-turn lane at the site driveway.This would allow right-and left-turns into the site. Outbound motorists would have to turn right when exiting the site. The overall distribution—as well as the traffic assignment to the site access point —is shown in Exhibit 8 through Exhibit 11. The City of Denton reviewed and approved the distribution at the onset of this study. The resulting site-related traffic volumes are shown in Exhibit 12 and Exhibit 13. Background-Plus-Site (Build) Traffic Volumes Background-plus-site (build) traffic forecasts were developed for each analysis scenario by adding the projected traffic generated by the proposed development to the 2022 and 2027 background (no-build) volumes.The resulting background-plus-site volumes without a hooded, left-turn lane are summarized in Exhibit 14 and Exhibit 15. Exhibit 16 and Exhibit 17 summarize the background-plus-site volumes with a northbound, hooded, left-turn lane providing access to the site. Perch Denton TIA I Page 7 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 12 180 6 ` 3 (18) (30) (314) (13) F 23 (55) W.Windsor Drive 1 y 87 (104) 19 (7) J T 53 (53) 34 99 51 195 (97) (70) (189) (137) 48 476 t 0 (2) (14) (543) 0 (6) Church Driveway +-) 1 f- Park Driveway 0 (1) J E1 T r' 62 177 1 10 (9) (13) (485) (1) 476 (543) Driveway 1 T 239 (498) a c N O m L m Z 148 156 146 ` 72 (119) (220) (151) (270) F 566 (1,068) W. University Drive 1 L--� 170 (134) 102 (159) El T 537 (927) 91 91 63 55 (92) (276) (152) (213) LEGEND: XX(YY)=AM(PM)Peak Hour Traffic Volume 3/15/2021 Exhibit 4. Year 2021 Existing Traffic Volumes Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 13 198 7 ` 3 (18) (30) (314) (13) 25 (55) W.Windsor Drive 1 y 96 (104) 21 (7) J T 58 (53) 37 109 56 215 (97) (70) (189) (137) 74 524 t- 0 (2) (20) (543) 0 (6) Church Driveway +) 1 f- Park Driveway 0 (1) J `� T 95 195 1 15 (13) (18) (485) (1) 524 (543) Driveway 1 T 290 (503) 2 O m � Co Z 163 172 161 ` 79 (119) (220) (151) (270) 623 (1,068) W. University Drive 1 k-4 187 (134) 112 (159) J El T 591 (927) —a 100 100 69 61 (92) (276) (152) (213) LEGEND: XX(YY)=AM(PM)Peak Hour Traffic Volume 3/15/2021 Exhibit 5. Year 2021 Existing Traffic Volumes Adjusted for COVID Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 ,', 13 202 7 ` 3 (18) (31) (320) (13) 26 (56) W.Windsor Drive 1 98 (106) 21 (7) J T 59 (54) —a 38 111 57 219 (99) (71) (193) (140) 75 534 t- 0 (2) (20) (554) 0 (6) Church Driveway +-) 1 f- Park Driveway 0 (1) J `� T r' 97 199 1 16 (13) (19) (495) (1) 0 534 (0) (554) Driveway 1 T 296 (513) 2 O m � Co Z 166 175 164 ` 81 (121) (224) (154) (275) 635 (1,089) W. University Drive 1 191 (137) 114 (162) ' T 603 (946) —a 102 102 71 62 (94) (282) (155) (217) LEGEND: XX(YY)=AM(PM)Peak Hour Traffic Volume 3/15/2021 Exhibit 6. Year 2022 Background Traffic Volumes Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 15 224 7 ` 4 (20) (34) (355) (15) 29 (62) W.Windsor Drive 1 108 (118) 24 (8) J T 66 (60) 42 123 63 242 (110) (79) (214) (155) 84 592 t- 0 (2) (22) (614) 0 (7) Church Driveway +-) 1 f- Park Driveway 0 (2) J T 108 220 1 17 (14) (21) (548) (1) 0 592 (0) (614) Driveway 1 T 328 (569) 2 O m � Co Z 184 194 181 ` 89 (134) (249) (171) (305) 704 (1,207) W. University Drive 1 211 (151) 127 (180) ' +) T 667 (1,048) —a 113 113 78 68 (104) (312) (172) (241) LEGEND: XX(YY)=AM(PM)Peak Hour Traffic Volume 3/15/2021 Exhibit 7. Year 2027 Background Traffic Volumes Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 20% GD � 10% W.Windsor Drive 10 10% 40% Church Driveway Park Driveway f) 60% 100% Driveway 1 T 60% v C c O O CG L m Z C 15% W. University Drive 30% 15% 30% '' T 15% LEGEND: 15% XX%=Inbound Trip Distribution 3/15/202 Exhibit 8. Site Traffic Inbound Trip Distribution -Without Hooded, Left-Turn Lane Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 10% W.Windsor Drive 10% CE) � T f 10% 10% 10% Church Driveway Park Driveway T 30% Driveway 1 T 30% 100% v C 30%will U-Turn at median south pip i of driveway to proceed North m Z 35% 15% 20% W. University Drive +) 35% 20% LEGEND: CD XX%=Outbound Trip Distribution 3/15/2021 Exhibit 9. Site Traffic Outbound Trip Distribution - Without Hooded, Left-Turn Lane Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 20 20% � 10% W.Windsor Drive 10% 10 10% 40% Church Driveway 1 Park Driveway 40% Driveway 1 fl 60% v � N o CO L Co Z 15% W. University Drive 30% 15% 30% '' T ( ) 15% LEGEND: 15% XX%=Inbound Trip Distribution 3/15/2021 Exhibit 10. Site Traffic Inbound Trip Distribution - With Hooded, Left-Turn Lane Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 10% Not to Scow W. Windsor Drive 10% 10 El T r4 10% 10% 10% Church Driveway Park Driveway T 30% Driveway 1 T 30% 100% v Ln C v 30%will U-Turn at median south mL of driveway to proceed North m Z 35% 15% 20% W. University Drive 35% 20% LEGEND: 15% XX%=Outbound Trip Distribution 3/15/2021 Exhibit 11. Site Traffic Outbound Trip Distribution - With Hooded, Left-Turn Lane Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 6 (20) W.Windsor Drive El T f 9 9 9 3 (10) (6) (6) (6) 12 (40) Church Driveway I Park Driveway T 18 28 (59) (18) 30 (99) Driveway 1 T 46 92 (59) (77) O m � Co Z 32 14 18 ` 5 (15) (21) (9) (12) W. University Drive 1 9 (30) , T 5 (15) LEGEND: XX(YY)=AM(PM)Peak Hour Traffic Volume 3/15/2021 Exhibit 12. Site Traffic Volumes Without Hooded, Left-Turn Lane Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 16 0005,IN (20) W.Windsor Drive `1 T 9 9 9 3 (10) (6) (6) (6) 12 (40) Church Driveway 1 Park Driveway T 28 (18) 12 (40) Driveway 1 El T 18 28 92 (59) -1 (59) (18) v O v m i CO Z 32 14 18 ` 5 (15) (21) (9) (12) W. University Drive 1 9 (30) , T 5 (15) LEGEND: XX(YY)=AM(PM)Peak Hour Traffic Volume 3/15/2021 Exhibit 13. Site Traffic Volumes With Hooded, Left-Turn Lane Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 Not to Scob 13 208 7 <` 3 (18) (31) (340) (13) 26 (56) W.Windsor Drive 1 y 101 (116) 21 (7) T r' 59 (54) —a 47 120 66 222 (109) (77) (199) (146) 75 546 t- 0 (2) (20) (593) 0 (6) Church Driveway +-) 1 f- Park Driveway 0 (1) J --) El T r' 18 97 226 1 16 (13) (59) (19) (512) (1) 30 534 (99) (554) Driveway 1 T 342 92 (59) Z (590) 2 O m � Co Z 198 189 182 ` 85 (136) (245) (163) (287) F 635 (1,089) W. University Drive 1 k 191 (137) 123 (192) j El T 603 (946) —a 102 107 71 62 (94) (282) (170) (217) LEGEND: XX(YY)=AM(PM)Peak Hour Traffic Volume 3/15/2021 Exhibit 14.Year 2022 Background-Plus-Site Traffic Volumes Without Hooded, Left-Turn Lane Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 Ad 1W_IN 15 230 7 (✓ 4 (20) (34) (375) (15) 29 (62) � 111 (127) W.Windsor Drive j 1 L' 24 (8) J h T 66 (60) S1 132 73 245 (120) (85) (219) (161) 84 604 t 0 (2) (22) (653) 0 (7) Church Driveway +_j 1 -F Park Driveway 0 (2) J 'n Fl T r' 18 108 248 1 17 (14) (59) (21) (566) (1) 30 592 (99) (614) Driveway 1 T 374 92 (59) (646) v c � O v m i m Z 216 208 200 ` 94 (149) (269) (179) (317) 704 (1,207) 211 (151) W. University Drive +j 1 �' 136 (209) J h T 667 (1,048) 113 118 78 68 (104) (312) (187) (241) LEGEND: XX(YY)=AM(PM)Peak Hour Traffic Volume 3/15/2021 Exhibit 15.Year 2027 Background-Plus-Site Traffic Volumes Without Hooded, Left-Turn Lane Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 13 208 7 ` 3 (18) (31) (340) (13) 26 (56) W.Windsor Drive 1 �4 101 (116) 21 (7) J T rI 59 (54) 47 120 66 222 (109) -1 (77) (199) (146) 75 546 L 0 (2) (20) (593) 0 (6) Church Driveway +) 1 f- Park Driveway 0 (1) ' E1 T r' 97 226 1 16 (13) (19) (512) (1) 12 534 (40) (554) Driveway 1 + F1 T 18 324 92 (59) (59) (531) 2 C ++ C O � m i m z 198 189 182 85 (136) (245) (163) (287) F 635 (1,089) � 191 (137) W. University Drive +_j 1 123 (192) J T r* 603 (946) 102 107 71 62 (94) (282) (170) (217) LEGEND: XX(YY)=AM(PM)Peak Hour Traffic Volume 3/15/2021 Exhibit 16.Year 2022 Background-Plus-Site Traffic Volumes With Hooded, Left-Turn Lane Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 15 230 7 C 4 (20) (34) (375) (15) 29 (62) 111 (127) W.Windsor Drive 1 `' 24 (8) J T r+ 66 (60) 51 132 73 245 (120) (85) (219) (161) 84 604 t 0 (2) (22) (653) 0 (7) Church Driveway +-) 1 r Park Driveway (2) 108 248 1 17 (14) (21) (566) (1) 12 592 (40) (614) Driveway 1 El T 18 356 92 (59) (59) (586) v Lnr_ O O N COi Co 216 208 200 ` 94 (149) (269) (179) (317) E- 704 (1,207) � 211 (151) W. University Drive +-) 1 `' 136 (209) j Fl T (* 667 (1,048) 113 118 78 68 (104) -1 (312) (187) (241) LEGEND: XX(YY)=AM(PM)Peak Hour Traffic Volume 3/15/2021 Exhibit 17.Year 2027 Background-Plus-Site Traffic Volumes With Hooded, Left-Turn Lane Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 • L A M B E T H • TRAFFIC IMPACT ANALYSIS Intersection Capacity Analysis — Methodology Intersection capacity analysis was conducted for the study intersections following the guidelines contained in the Highway Capacity Manual. Intersections are assigned a "level of service" (LOS) letter grade for the peak hour of traffic based upon the number of lanes at the intersection, traffic volumes, and traffic control. Level of Service A (LOS A) represents light traffic flow (free-flow conditions) while LOS F represents heavy traffic flow (over-capacity conditions). LOS D is typically considered acceptable in the region. Individual movements are also assigned LOS grades. It is important to note that one or more individual movement(s) typically operate at LOS F when the overall intersection is operating at LOS D. The following table summarizes the LOS criteria for signalized and unsignalized intersections as defined in the Highway Capacity Manual, 6th Edition. Intersection LOS Criteria Signalized Intersection Unsignalized Intersection Average Total Delay Average Total Delay (Seconds/Vehicle) (Seconds/Vehicle) LOSA < 10 < 10 LOS B >10-<20 >10-<15 LOS C >20-<35 >15 -<25 LOS D >35 -<55 >25 -<35 LOS E >55 -<80 >35 -<50 LOSF >80 >50 Obtained from Highway Capacity Manual,6tn Edition,Exhibits 19-8,20-Z and 21-8 The LOS calculations for this analysis were conducted in accordance with the Highway Capacity Manual, 6th Edition, using Synchro 11. Detailed Synchro reports summarizing analysis data for each scenario are provided in the Appendix. Perch Denton TIA I Page 22 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 • L A M B E T H • Intersection Capacity Analysis The study area was analyzed considering each scenario (existing, background, and background-plus- site) to determine the projected impact that the proposed development will have on the roadway system. The LOS results are shown in Table 2 and Table 3 for the signalized and unsignalized intersections. LOS results are based upon the existing and planned traffic control and lane configurations using the current signal timing. Table 2. Intersection Level of Service Summary with Existing and Currently Planned Geometry (Without Northbound, Hooded, Left at Site Driveway) tt 2021 2022 2022 2027 2027 Existing Adjusted Background Bkgd-Plus-Site Background Bkgd-Plus-Site Intersection AM PM AM PM AM PM AM PM AM PM Delay Delay Delay Delay Delay Delay Delay Delay Delay Delay LOS (Sec) LOS (Sec) LOS (Sec) LOS (Sec) LOS (sec) LOS (sec) LOS (Sec) LOS Sec) LOS Sec) LOS (sec) Signalized Intersections: Approach 10, N.Bonnie Brae St.at EB B (14.9) C (24.6) B (15.2) C (25.2) B (16.5) C (25.8) B (17.2) C (29.0) B (18.5) C (29.9) W.University Dr. WB B (13.6) C (27.2) B (13.8) C (28.1) B (15.2) C (30.1) B (15.6) C (33.6) B (17.0) D (36.4) NB D (38.0) D (53.3) D (37.9) D (55.0) D (37.0) E (58.0) D (37.2) E (67.7) D (35.9) E (70.5) N BT Queue 3 veh. 5 veh. 3 veh. 5 veh. 3 veh. 5 veh. 3 veh. 5 veh. 3 veh. 5 veh. NBL Queue 4veh. 10 veh. 4 veh. 11 veh. 4 veh. 10 veh. 4 veh. 12 veh. 4 veh. 13 veh. SB D (41.2) E (56.9) D (41.5) E (59.0) D (43.0) E (68.2) D (43.2) E (74.3) D (44.8) F (86.8) SBT Queue 4 veh. 5 veh. 4 veh. 5 veh. 5 veh. 5 veh. 5 veh. 5 veh. 5 veh. 5 veh. SBL Queue 5 veh. 10 veh. 6 veh. 10 veh. 6 veh. 11 veh. 6 veh. 12 veh. 7 veh. 13 veh. Overall C (22.4) D (35.9) C (22.6)1 D (37.0) C (24.2) D (40.2) C (24.2)1 D (44.9) C (25.7)1 D (49.0) Unsignalized Intersections: Approach 201 N.Bonnie Brae St.at EB B (11.3) B (11.4) B (11.4) B (11.6) B (11.8) B (12.1) B (12.5) B (12.5) B (13.1) B (13.1) W.Windsor Dr. WB B (11.4) B (12.4) B (11.5) B (12.5) B (11.7) B (13.3) B (12.1) B (13.6) B (12.6) B (14.4) NB B (10.3) B (12.6) B (10.4) B (12.9) B (10.7) B (13.6) B (11.o) B (14.5) B (11.4) C (15.3) SB B (11.1) B (13.9) B (11.2) B (14.2) B (11.5) C (15.3) B (12.0) C (16.4) B (12.4) C (17.9) 202 N.Bonnie Brae St.at EB B (11.$) B (11.8) B (11.6) B (11.9) B (11.7) B (14.6) B (12.1) B (14.1) B (12.2) C (19.0) Church Driveway NBL B (10.8) A (8.8) B (1o.9) A (8.9) B (12.1) B (13.8) B (11.9) A (9.1) B (13.4) B (14.8) 2o3 N.Bonnie Brae St.at EB B (11.1) B (11.2) B (11.4) B (11.6) Driveway NBL a) A,B,C,D,E,or F represents the level of service for the turning movement. b) The number in parenthesis is the average delay(in seconds)for the respective turning movement. c) When there is no turning movement in the scenario,"-"is noted. d) NB,SB,EB,WB=Northbound,Southbound,Eastbound,or Westbound;L,T,R=Left,Through,or Right Perch Denton TIA Page 23 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 , L A M B E T H • Table 3. Intersection Level of Service Summary with Existing and Currently Planned Geometry (With Northbound, Hooded, Left at Site Driveway) 2022 2027 Bkgd-Plus-Site Bkgd-Plus-Site N Intersection AM PM AM PM v Delay Delay Delay Delay LOS (Sec) LOS (Sec) LOS (Sec) LOS (Sec) Signalized Intersections: Approach 101 N. Bonnie Brae St. at EB B (16.5) C (25.8) B (18.5) C (29.9) W. University Dr. WB B (15.2) C (30.1) B (17.0) D (36.4) NB D (37.0) E (58.0) D (35.9) E (70.5) NBT Queue 3 veh. 5 veh. 3 veh. 5 veh. NBL Queue 4 veh. 10 veh. 4 veh. 13 veh. SB D (43.0) E (68.2) D (44.8) F (86.8) SBT Queue 5 veh. 5 veh. 5 veh. 5 veh. SBL Queue 6 veh. 11 veh. 7 veh. 13 veh. Overall C (24.2) D (40.2) C (25.7) D (49.0) Unsignalized Intersections: Approach 201 N. Bonnie Brae St. at EB B (11.8) B (12.1) B (13.1) B (13.1) W.Windsor Dr. WB B (11.7) B (13.3) B (12.6) B (14.4) NB B (10.7) B (13.6) B (11.4) C (15.3) SB B (11.5) C (15.3) B (12.4) C (17.9) 202 N. Bonnie Brae St. at EB B (11.7) B (12.5) B (12.2) B (15.0) Church Driveway NBL B (11.0) A (9.2) B (12.0) A (9.5) 203 N. Bonnie Brae St. at EB B (11.o) B (10.9) B (11.3) B (11.2) Driveway NBL A (8.8) A (9.1) A (9.o) A (9.4) Perch Denton TIA Page 24 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 , L A M B E T H • Intersection Analysis Results and Recommended Mitigations The study intersections are all projected to operate with an overall LOS D or better with the existing and planned roadway geometry,with the following exception. • N.Bonnie Brae Street at W. University Drive-Northbound and southbound approaches are shown to operate at LOS D and E considering the existing and background volumes, and the delays worsen upon addition of the site traffic. When the signal splits are updated (cycle length remaining the same), the approaches are projected to operate at LOS D or better, as shown in Table 4 and Table 5. • It is recommended that the signal timings be updated/evaluated every 3-5 years to adjust for traffic growth. Table 4. Intersection Level of Service Summary with Recommended Improvement (Without Northbound, Hooded, Left at Site Driveway) 2021 2022 2022 2027 2027 o Existing Adjusted Background Bkgd-Plus-Site Background Bkgd-Plus-Site N Intersection PM PM PM PM PM v Delay Delay Delay Delay Delay LOS (Sec) LOS (Sec) LOS (Sec) LOS (Sec) LOS (Sec) Signalized Intersections: Approach 101 N. Bonnie Brae St.at EB C (2S.8) C (26.7) C (28.3) C (32.2) C (3S.0) W.University Dr. WB C (28.8) C (29.9) C (33.8) D (38.9) D (48.2) NB D (43.8) D (44.2) D (43.1) D (48.4) D (46.4) SB D (44.9) D (45.3) D (46.4) D (48.5) D (49.9) Overall c (33.1) c (33.9) D (35.9) D (40.0) D (44.1) Table S. Intersection Level of Service Summary with Recommended Improvement (With Northbound, Hooded, Left at Site Driveway) 2022 2027 Bkgd-Plus-Site Bkgd-Plus-Site Intersection PM PM v LOS Delay LOS Delay (Sec) (Sec) Signalized Intersections: Approach 101 N. Bonnie Brae St. at EB C (28.3) C (35.0) W. University Dr. WB C (33.8) D (48.2) NB D (43.1) D (46.4) SB D (46.4) D (49.9) Overall D (35.9) D (44.1) Perch Denton TIA Page 25 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 , L A M B E T H • Roadway Link Capacity Analysis — Methodology Roadway links are roadway segments between intersections. The North Central Texas Council of Governments' (NCTCOG) Dallas-Fort Worth Regional Travel Model (DFWRTM): Description of the Multimodal Forecasting Process, 2000, outlines hourly service volume capacities based upon type of roadway function and area.The table below summarizes the roadway link capacities. NCTCOG Roadway Link Hourly Service Volumes (Capacity) Principal Arterial Minor Arterial & Collector& Frontage Road Local Street Area Type Median- Median- Median- Divided Undivided, Divided Undivided, Divided Undivided, or One- Two-Way or One- Two-Way or One- Two-Way Way Way Way CBD 725 650 725 650 475 425 Urban/Commercial 850 775 825 750 525 475 Suburban Residential 925 875 900 825 575 525 Rural 1,025 925 975 875 600 550 Obtained from NCTCOG Regional Travel Model,Exhibits 23 and 24 To determine the LOS of a roadway link, the volume-to-capacity ratio (V/C) is calculated using the projected traffic volume and the roadway capacities noted above. A V/C ratio below 1.0 indicates that the roadway is operating under capacity. The NCTCOG's roadway link LOS criteria are summarized in the table below. NCTCOG Roadway Link LOS Criteria LOS Volume-to-Capacity Ratio(V/C) A/B <45% C >45%-< 65% D >65%-<80% E > 80%-< 100% F > 100% Obtained from NCTCOG Regional Travel Model,Exhibits 23 and 24 Roadway Link Capacity Analysis A roadway link capacity analysis was performed considering the peak hour volumes.The LOS results are shown in Table 6. As shown, the study area roadway links will continue to operate at LOS D or better with the added site-generated traffic in both buildout year 2022 and horizon year 2027. Table 6. Roadway Link Level of Service Summary 2021 2022 2022 2027 2027 Roadway Capacity Existing Bkgd. Bkgd-Plus-Site Bkgd. Bkgd-Plus-Site Roadway Link capacity No.of Roadway Veh/ Veh/ Veh/ Veh/ Veh/ Per Lane Lanes Capacity Hr. V/C LOS Hr. V/C LOS Hr. V/C LOS Hr. V/c LOS Hr. V/C LOS Veh Ln N.Bonnie Brae St..North of Site Driveway Northbound 925 2 1,850 1498 27% A/B 1 513 2=A/B590 % A/B 569 31% A/B 646 35% A/B Southbound 925 2 1,850 552 30% A/B 567 3 % A/B 1 628 34% A/B 713 39% A/B Veh/Hr.=Vehicles per Hour;V/C=Volurre-to-Capacity Ratio;LOS=Level of Service Perch Denton TIA I Page 26 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 , L A M B E T H • SITE ACCESS REVIEW Auxiliary Lane Analysis Left-Turn, Deceleration Lane: The developer would like a full median opening at the site driveway. Since the median opening spacing with the already planned median openings would not satisfy the City's median spacing requirements, the City is allowing consideration of a northbound, hooded, left-turn to provided access to the site. If a northbound, hooded, left-turn lane were constructed at the site driveway, there would be approximately 200 feet to provide taper and storage for the northbound, left-turn lane at the Immaculate Church driveway just to the north. With 200 feet between the site's driveway and the church driveway,there could be 100 feet of storage, accommodating four to five vehicles, plus 100 feet of taper length. This study evaluated the existing and projected northbound queue lengths at the church driveway to determine if adequate space would be provided.The Synchro analysis of queue lengths at the N. Bonnie Brae Street/ Immaculate Church Driveway indicates the 95-percentile for the northbound queue does not exceed two vehicles. Table 7 and Table 8 summarize the 951h projected vehicular queue resulting from the Synchro analysis. Table 7. Projected Northbound Vehicles Queued at the Immaculate Church Driveway (Without Northbound, Hooded, Left at Site Driveway) tt 2021 2022 zozz 2027 2027 o Existing Adjusted Background Bkgd-Plus-Site Background Bkgd-plus-Site Intersection Weekday Weekday Weekday Weekday Weekday AM I PM AM PM AM PM AM PM AM PM Queue Length,Veh Queue Length,Veh Queue Length,Veh Queue Length,Veh Queue Length,Veh Unsignalized Intersections: Approach 202 N.Bonnie Brae St.at EB 0.1 0.2 0.1 0.2 0.1 0.3 0.2 0.3 0.2 0.5 Church Driveway NBL 0.8 0.1 0.8 0.1 1.1 0.8 1.1 0.2 1.4 0.9 203 N.Bonnie Brae St.at EB 0.5 0.3 0.5 0.3 Driveway NBL Table 8. Projected Northbound Vehicles Queued at the Immaculate Church Driveway (With Hooded, left at Site Driveway) zozz 2027 zozz 2027 Bkgd-Plus-Site Bkgd-plus-Site - Bkgd-Plus-Site Bkgd-Plus-Site Intersection Weekday Weekday AM PM AM PM Sunday Sunday Queue Length,Veh Queue Length,Veh Queue Length,Veh Queue Length,Veh Unsignalized Intersections: Approach 202 N.Bonnie Brae St.at EB 0.1 0.2 0.2 0.4 0.0 0.0 Church Driveway NBL 0.8 0.1 1.1 0.2 1.4 1.8 203 N.Bonnie Brae St.at EB 0.5 0.3 0.5 0.3 0.2 0.2 Driveway NBL 0.1 0.2 0.1 0.2 0.1 0.1 Perch Denton TIA I Page 27 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 , L A M B E T H • In addition to evaluating the northbound queue at the Immaculate Church driveway with the Synchro analysis,videos of vehicles turning into the church driveway were obtained for the AM peak hour,school PM peak hour, street PM peak hour, and Sunday morning peak hour. Since a modified/shortened, left- turn lane in the church could accommodate four to five vehicles, the existing queue was evaluated to determine how often the queue exceeds four vehicles. It was observed that the northbound queue into the church driveway exceeds four vehicles for only 14 seconds during weekday AM peak hour and for only 13 seconds during the Sunday morning peak hour of vehicles turning into the site. Since the 95t" percentile queue is not projected to exceed four vehicles queued, and observations only observed the queue backed up for less 30 seconds over the three peak hours, it is recommended the City consider allowing a northbound, hooded, left-turn lane into the site. Detailed deceleration lane analysis data for each scenario are provided in the Appendix. Right-Turn, Deceleration Lane: City of Denton requires right-turn, deceleration lanes at driveways when the development is expected to generate at least 1,000 vehicle trips per day or at least 100 vehicle trips per hour at full development. A deceleration lane analysis was conducted based on the background-plus-site volumes for the buildout year and the horizon year. Based on the projected inbound volumes to the site, a right-turn, deceleration lane is required. However, if a hooded, left-turn lane is provided, then only 40 vehicles per hour are turning right at the site driveway. NCHRP 457, Evaluating Intersection Improvements: An Engineering Study Guide provides guidelines for evaluating the need for right-turn lanes. When the hooded, left-turn is provided and the right-turning volumes into the sight are low,then a right-turn, deceleration lane is not warranted based on the NCHRP 457 criteria.Therefore, it is recommended the City not require a right-turn, deceleration lane if a hooded, left-turn lane will be provided. Perch Denton TIA I Page 28 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 • L A M B E T H • Sight Distance Analysis The sight distance was evaluated to ensure that motorists can safely maneuver to/from the site. The roadways around the site are relatively straight and do not have significant grades, so the sight visibility to/from the site is adequate. The required sight distances as provided in AASHTO's 2011 A Policy on Geometric Design of Highways and Streets, 61" Edition, are provided in Table 9. Table 9. Sight Distance Summary Major Road Satisfies Intersection Sight Distance Scenario Required Provided Speed Limit I I I I Criteria? N.Bonnie Brae St. Left Turn from Minor Road (Case 131) N/A N/A N/A at Site Driveway 40 MPH Right Turn from Minor Road(Case 132) 385' >500' YES Left Turn from Major Road (Case F) 385' >500' YES Access Spacing Review City of Denton sets forth guidelines for access spacing as outlined in Table 2.2.2.1 of the Transportation Design Criteria Manual. As stated in Chapter 2 of the TOOT manual, "the distance between access connections is measured along the edge of the traveled way from the closest edge of pavement of the first access connection to the closest edge of paverrent of the second access connection." The access spacing review for the proposed development is summarized in Table 10. As shown, the driveways satisfy City of Denton's spacing guidelines. Table 10. Access Driveway Spacing Summary City of Denton Provided Access Spacing Between Minimum Access Spacing Distance Satisfies Spacing Spacing Distance (Feet) Criteria? Feet N Bonnie Brae Street: Immaculate Church Driveway and Site Driveway 200 —200 YES Site Driveway and Carril Al Lago Dr. 200 —420 YES Perch Denton TIA I Page 29 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 , L A M B E T H • CONCLUSIONS AND RECOMMENDATIONS Lambeth Engineering Associates, PLLC, conducted a traffic impact analysis for the proposed Perch Denton residential development in Denton, Texas. This TIA is being conducted to support the site plan and to evaluate the feasibility of adding a northbound, hooded, left-turn lane to provide additional access to the site. The project is planned to be completed in 2022 and is planned to contain 94 single-family units and 106 multifamily, residential units—for a total of 200 homes. This study evaluated the impact that the proposed development will have on the surrounding roadway network and provides recommended mitigation measures needed to maintain acceptable roadway conditions. Below is a summary of findings from the analyses presented in this report. • The roadway intersections are shown to operate with an overall LOS D or better considering existing, background, and background-plus-site traffic volumes with the following recommended mitigation. N. Bonnie Brae Street at W. University Drive — Northbound and southbound approaches are shown to operate at LOS D and E considering the existing and background volumes, and the delays worsen upon addition of the site traffic. When the splits are updated (with the same cycle length),the approaches are projected to operate at LOS D or better. • The roadway links are shown to operate at LOS D or better considering existing, background, and background-plus-site traffic volumes with the existing roadway geometry. • It is recommended the City consider allowing a northbound, hooded, left-turn lane at the site although doing so would shorten the City's desirable left-turn storage for Immaculate Church. The analysis indicates the shortened storage length will be sufficient to accommodate the 95th percentile queue projected for the school and church. In addition, observations show the storage length will accommodate the queue other than 30 seconds per day. • The city requires a right-turn,deceleration lane. However,if a hooded,left-turn lane is provided, only 40 vehicles per hour are turning right at the site driveway. Therefore, a right-turn, deceleration lane is not recommended if the hooded, left-turn lane is approved. • The City of Denton's desirable sight-distance requirements are satisfied at the site driveway. • All driveways satisfy City of Denton's driveway spacing criteria. This analysis shows that the proposed development is not expected to have a significant impact on the surrounding roadway network. END Perch Denton TIA I Page 30 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 • L A M B E T H • Append *ix A. Site Pictures B. Existing Traffic Volumes C. TxDOT Historical Traffic Volume Data D. Deceleration Lane Analysis E. Synchro Analysis Reports F. N. Bonnie Brae Street Schematic Appendix Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 • L A M B E T H • Appendix X Site Pictures Appendix Development Assistance Team Approved 05/04/21 l\' DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 = I ^ ^ ^ B CL T u • ENGINEERING I I I Perch Denton N. Bonnie Brae Street, Looking North N. Bonnie Brae Street, Lookin South N. Bonnie Brae Street, Looking East `Immaculate Conception Catholic Church, Just North of Site I' Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 • L A M B E T H • Appendix B,, Existing Traffic Volumes Appendix Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 LJ M V N U Q W I EO m F — O N N . w N N N N O O M fp W m N n r V W N O 00� 0 Ow p 0 0 q W � 7 Z z o � a O c\ _ ZO ; a M N 7 7 a M 7 N <O O O N N N N O N N O r O N GD N N O O M O O R Z W N� >i @ z a(d O J N N OJ M N W V N M O W p O W N O N G V O Z H W O Ua � U7u�cnd N N M N N N N l6 O W . O . O DO M a Q c o F O O O 0 0 0 0 0 0 O O O O O O O O O O N Q C N p 0 0 0 r � W a < c m O W L M <O N i0 M M N c0 m r K N O W O r M a V N Z O O z m z M F N O N W N O n N W N O O M M M V M M a M 0 W O ^ N N 6 O N O CD 0 a z�, m V> e p C l6 r m �n rn v �o rn m m o �n o o M N M O co o rn o o M cuJ �N ~� U)- ¢ �V 00 C' C5 O N f0 O O lh O K L O O L O N n n cp N M 1� M N N r r N W O O N r M O Q w M N O O M M M N N M N M N N O M aD m M M O O O > N Z ..? J O) (O M O CO V O) O V f0 LO O O) V V N N M aD 7 M N — f0 - V O M — � N O O r r � r yJW J N M N N M 7 M M V 0 O V N N M N N M 7 0 Mj M M p p 'Con � •VJ <O S O O 01 In O N pp N N N O Q C F 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O Q O O O A l N O Q a K c m 8 t N O r O N N m m n H O m O V I� W O `"' Cl N N r O W O M V M N M N N N O O O) M O O Z o K z N O m z � 6Lq rQ Q Q Q r Q Q Q Q r Q r a a a a r a a a a r a r , O LLJ O �O , O , O LLJ O �O T O l0 O 10 T O L O .O. O O M V j O R - 1� r r r O cp cp W aD O Oi m O V 7 7 V O N N in N O N 2 2 * 2 2 2 (7 Q e Q a DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 I- W m W_ z N z o O N m� zp o N z U W OCz U� oZ @ U7u)cnn- W UNIVERSITY DR[E] Out In Total 4069 4038 8107 47 44 91 33 27 60 4149 4109 8258 365 3112 535 26 1 40 3 0 0 25 1 1 366 3177 539 27 R T L U r1 N 1 4 �* a N o CD U N 1^ C� ram+ � e 0� � If F` 0) y N M r M ^ C z; � v e e o 5 4 u ~ a e a w rye () C In m _ 0 N N O « N « c 9 L l0 J �(0 W N N r iC 2 « W ^' N z u F « « <$ ^ Z 4I QN 0)00 Z o N N n `Ovo 415 M N " n p z �� F N M of OWO J�Q r 7 N O� r E ZT C � Q rl h t r► n I 1 a 99 ZLb SVLZ 1,6Z 0 9 LE l 0 9 lb OL 99 LOt, £L9Z O8Z S£L8 ELSE ZZ96 £9 L£ 9Z ZZL L9 99 096L 61,b£ LE9b ,rl 18101 ul 1no C/1 [M]210),-UM:3AINn M -j ?�I �1 1� r r DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 F N W M N O O M O M O N O N O N m >> C I� N W M m N N F a c I Eo 0 m ' p 0 0O 0 0O w j O O O Z Z a 0 N q N Z O ; a 7 7 7 M N 1� N O N M N 0 0 _ R iz Z w M ca Z 0f a N N M O M M M a O W O O Z m N N U� oZ @(n m U7u� d O ~ N r (00 N � N m W M O O a O a Q � o 0 F O O O p O N . 0 . 0 0 r F O w a Q W 9 OI N N M a O> N c0 O O 'a-i N N O O O Q Z O (y") O z m Z _ M M `J n N N 0 0 N V 4 0 6 r1 c� � ` Mao m N CD � O V d (on) C N J N N N M M OJ OD V 0 0 V FJ J).0 O o w a 2 Z�, : OR cl tom-O C ll7 Y m v rn m o w a r rn (6 N a N w M o n o O 00 w--� O �� ~ F o N v �o c uoi e o 0 0 0 0 O O Q O w N r o ro M 0 0 0 0 0 3 M o v rn w o OR LQ O � U M J M N M V O N O p p VI 0 W W O W O N Q O lf� W O N n O T V O O VJ a o Q E o F o 0 0 0 0 6 o p o 0 0 Q� 7 o J c co 0 0 w M N M N N n n n n O � fr Z Z O ^l N V/ m m z m F N M M r O N M O p O N J ih N N M � � t0 O _ p O p O L Y e 3 2 - e N L E ~ a F O M V O F 2 J @ lb Q Q DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 I- w m w_ z N z o O N m� zp o v Zia O Lu OOz U� oZ @ U7u)cnn- W UNIVERSITY DR[E] Out In Total 724 785 1509 15 14 29 11 9 20 750 808 1558 Q 72 544 165 4 O 0 14 0 0 (V) 0 8 1 0 72 566 166 4 R T L U N 1 4 �* N �, o U F03 J = O roa anOV 0 r m F OM m 'o wa F U` c N Q wj c ¢ = � rt[ o F\ Z N N Oi F 2 N OiN E m J O 0 0 N Z C6 �p Xpp m a s Y m90 _�� n �n is m O QN 0) z - " fC aY es O z �� F a � � � o � d owco ��a � � � 0 o � ¢ Q rl h t r► E � n I 1 a O0 Zt 06 L£9 99 0 t tt 0 0 0 El £ � Zt 68 E1.9 Z9 •� v Ot9t 469 91,8 '--I LZ Zt 6 9£ 9t 6t b94t 999 88L ,rl 18101 ul 1no (/1 [M]210),-UM: AINnM -j ?�I �1 1� G Q r r DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 m O O O) M o M m N O O > C m Q O O W j N N O o N 0 O O Z z a 0 N q N m d a p O N 7 N W 7 N 0 0 N O Z Q N O p Riz Z W ailN U7 w Z -O 6 O 2 O m N O A 1� Ln rn O N cp W O O Z F N N N N oNi N o W m O O G U� oZ @ cn m U7u� d � N N E oNi N O W J N M M t+J o 0 6 0 l6 r M c°Do n m r rn - co 6 o 0 O o 0 a Q � o 0 7 O O O p o N . 0 0 0 0 r W a ca W 9 7 7 N N M 6 o N 6 0 6 O z O co O z m z a M V N 6 N V aD M c 0 r1 F N � O N W � O U N c� M M m r O C r (6 J N r r r N a r �? N N p O p 1^ ~J 6.o O O OvI w a 2 zro : lC 0 C l0 Y r N M f�D O M V oo' �vOj aD W M N J (p N (1) a V ~> N w--� Q pN F _ o 0 C ^, r O L ❑ 7 � c Q C w N M N M N of cj o 0 0 0 0 0 O > ray' M M l L F N N N N O6 N o 0 T O O J N M N N T M O T O O O on R '^ F In W N f0 O n O p VJ a m co co n orn m v o 0 0 Q E o F o 0 0 0 0 6 o p o 0 0 Q� co o c W a 0 7 SOD i! N V O o� ^ O z o Z coO m z _ M O M F M V N O p O p O � _ O O J tN0 r (00 N r o N p O p O p G 2 E N U a a 3 2y r E E. a F a a a a cy @ LL t o, 9 a d m M v o r a o a m :D m w m r Q DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 I- W m W_ z N z o O N m� zp o cD Zia U W OOz U� oZ @ U7u)cnn- W UNIVERSITY DR[E] Out In Total 1416 1307 2723 7 11 18 1 3 4 1424 1321 2745 119 1055 119 14 O 0 10 1 0 (V) 0 3 0 0 119 1068 120 14 R T L U N 1 4 �* N o U M C N N�, O of XJ (na0 F` -Ol U; W N O O H J Lo 0 LO o a c v z Zz � E ZW y� 0) K 19.,9 :M y QC_6r N C LL y Q rl h t r► E � n I 1 a O0 LZ Z£t LZ6 Z6 0 t t 0 0 0 9 Z � LZ t£t OZ6 06 •� v 99LZ 9Ltt 069t '--I S Z £ £Z 9 St OVZZ Ml, ZLSt ,rl lalol ul 1no (/1 [M]210),-UM:3AINn M -j ?�I �1 1� G r r DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 F N 2 W fN0 M T � V 4N'I M v r O N M M M O W O N m N O M 0 W O M 7 O r O. 4 O c0 c0 � N M M � M V O O M m M M m 7 a a M 0 0 ^ N r W �0 O O Q W O W 7 O Z � Q N O Z Z � M M 4 W N N N M NM O O NON O O N N N N O O W W m W W f0 O p . 3 W1 ai 0 o m� �� 3 Z O O O(O Z m m N W W m W W M O O h M 0 a2 M N O O N M Nm r W N O O O O U�inind N M !� N N m m M o o V N O N N c0 O Io O N F <0 m 7 Mm W r mM � F W O O O M O M M m cp m MO O r N 7 N d M M m M O V O) m 0 0 O 0 0 a F o 0 0 0 0 o O O O o 0 0 0 0 0 r W a W 9 OI M M m N M M M O m 0 O m 0 c0 m V m N 1� 4 O n cq R _ a 7 M V N M M M N M M M W p N p Z O iz O z m Z M F N N N M O N N N aD O 0 N m m N 7 7 m a 0 0 W 4 n W pnj O p O \ O (6 J m m m O N 0 0 N N O W N O m N n O N ap t0 N M F J �� Ov I a Z a) : A♦ m e0 C ll7 W F O <0 ap I� N O> N <0 0 0 O m 0 <p W r N N w W O M r M O N J �(p > d N N N N M N N N M M V V 7 N a M m m m N O O O N Q ¢o �� x� 2 O ¢N CD E C) ~ F O o 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 o o O Q K c O Q m O _OI O M V O O h O O m m (0 N N - O M M O O O O 3 � � 3 rN J N N 1� N N N ap O O N N N N N N m N N N N r aD M � N M N N O M 0 a0 O O O O 0 0 0 r N N VJ O 7 7 � Q O C F O o 0 0 0 0 0 0 0 0 0 0 0 0 O A l N j O Q a m c W O1 N M m M m N m 0 O W I� O W h f0 N O W p 0 O Z 5 N °' N o O z N m m z � uj N h 0 W U J r U :A E o o Y o o o o e F ¢ ¢ ¢ ¢ r ¢ ¢ ¢ ¢ r ¢ r a a a a r a a a a r a F- r z > > -o O O m O m T O m O m T O T O m O m T O m O m T O C O CV N r r r r 0 W cp W aD =O O m 0 V 7 7 V =O N N n = p Q r e c U r ¢ a DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 I- w m w_ Z N Z o O N m Z� o Ea.. N ZOa03O U OCZ SOU O OZ_O m U?iin(nIT W WINDSOR DR[E] Out In Total 583 531 1114 7 2 9 0 1 1 590 534 1124 38 130 363 0 0 1 1 0 0 1 0 0 38 132 364 0 R T L U r1 N 1 4 �* a N CD _a, w . z If o o x-10, 6.0 Z O ` °tD N F N N N F Z O O CLID _� 2 Z Z p ° mZZ mw m Q rl h t r► n I 1 a I. Zs 8LL eos C� 0 0 0 0 o z z s L 09 VLL cog £814 8£L 9" L 0 VL 0L V 99LL 8ZL o" ,rl lalol ul 1no C/1 [M 80 HOSONIM M -j ?�I �1 1� r N D«q)nEnvelope ID:9C 6D93D84E8-49cnA3 gs5s yFE6 q a \ a % w ± 2 2 § � § - 0o z� 7 r « /2..{n [ : � )/f® )2/\)& o4§e� / 2 } - l = S � § 3 « m81'5 , , , 62 � LOz � co 'Do \ , / @m §] �2 D �§ 7$ j\ \j < / ±) /° 2 2 o- § \ D222 , . = . = . R > o � � k ƒ ) „ ; ; E , 2 = 2 = $ 2 k3 m 2! / c6aq = 2 / q q � 2 ( ! 7 ° ® m \ � 2 _? zQ z � c5 » - « _ # o ƒ 777 # ; \ \ ¥ fk | ) § ( ww ` / 7 ! ) ) DocuSign Envelope ID:9C6D97OE-84E8-49CF-A393-58C87FE67A68 I- w m w_ Z N Z o O N m Z� o Ems.. v ZO omo U OCZ SOU 0Z a�m U?iin(nIT W WINDSOR DR[E] Out In Total 109 113 222 1 0 1 0 0 0 110 113 223 Q 3 23 87 0 L0 0 0 0 0 0 0 0 0 3 23 87 0 R T L U N N _ o U a, o 0 s Y � F` tn� N F M Q O M h C w F N O U> N� w S L ¢ ¢ F v N ¢w¢ 0 NJ �� e m Z ~ NmN Em J ' C x p� 0] .- 2 N N N ^ ' Y tp 9 0 E N N N « 00 /'��✓ O Q N 0) z 0 '�r r N O Z LL N O O N d. � OWO J�Q I- O ^ li O � Q rl h t r► � � n I 1 1 a 1 O0 L 91, £9 M 0 0 0 0 0 l l l � l Ll Z9 M •� v LEE M OL '--I 0 0 0 EEC 119Z 69 ,rl lalol ul 1no C/1 [M]80 aOSONIM M -j ?�I �1 1� G Q r 0 N D«q)nEnvelope ID:9C 6D93D84E8-49cnA3 gs5s yFE6 q a \ a % w ± 2 2 § � § - 0 zOf 7 r « /2..{r [ : � z U) )24§e�/\& o � § ' « ol + E , \ 0 � _ � ° = N ) /m 2 § O §) �2 D �§ :$ j\ \j < / ±) /° 2 2 o- § \ D „ = = = 6 ; 2 , . = . = . R > , _ k ƒ ) f\ � � = , � 2 � Ee2 = 2 , 2 2 k3 m 2! ./ / q q � � 2 ; 2 _? z0 z � » - � � 7 $ o ECLa.a. \ � f { ( ) ( k � , ` « \ ° a \ \ DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 I- w m w_ Z N Z o O N m Z� o E .. cD ZO omo U OCZ SOU 0Z a�m U?iin(nIT W WINDSOR DR[E] Out In Total 201 177 378 2 0 2 0 0 0 203 177 380 18 55 104 0 L0 0 0 0 0 0 0 0 0 18 55 104 0 R T L U N N �, o U s N Y - e of F y tn� N F h o e 0 e 6 N O, Z� �� w o w Q U> a a Y ¢ NJ~Q>N cO3N� Nv m roNs� a v Z _ Z Z mR E Z 00 ZZ O m o 248 m Y O � N Q rl h t r► � � n I 1 a 0 L £S L6 0 0 0 0 0 0 0 0 � 0 L ES L6 v ZL£ LSL SSL '--I 0 0 0 L 0 L LLE LSL bSl ,rl lalol ul 1no C/1 [M 80 HOSONIM M -j ?�I �1 1� G D_ r C N DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 202 GRAM Traffic N TX Inc. C.Lint Name:BONNIE BRAE @ IMMACULATE CATHOLIC 1120 W.Lovers Lane CHURCH-WEEKDAY Site Code: Arlington,Texas,United States 76013 Start Date:01/21/2021 817.265.8968 Page No: 1 Turning Movement Data BONNIE BRAE ST DRWY BONNIE BRAE ST IMMACULATE CATHOLIC CHURCH Southbound Westbound Northbound Eastbound Start Time Left Thru Right U-Turn Total Left Thru Right U-Turn Total Left Thru Right U-Turn Total Left Thru Right U-Turn Total Total 7:00 AM 7:15 AM 0 145 7:30 AM 0 3 181 7:45 AM 0 4 258 Hourly Total 0 8 0 8 712 8:00 AM 0 3 190 8:15 AM 8:30 AM 8:45 AM Hourly Total 0 11 0 11 593 BREAK"* - - - - - - - - - - - - - - - - - - - - - 2:30 PM 0 212 2:45 PM 1 200 Hourly Total 1 0 1 412 3:00 PM 0 3 234 3:15 PM 1 256 3:30 PM 0 6 267 3:45 PM 0 0 235 Hourly Total 0 8 0 10 992 4:00 PM 0 4 234 4:15 PM 2 221 4:30 PM 0 1 240 4:45 PM 0 1 253 Hourly Total 0 8 0 8 948 5:00 PM 0 2 267 5:15 PM 0 7 303 5:30 PM 0 1 245 5:45 PM 0 0 259 Hourly Total 0 9 0 10 1074 6:00 PM 0 2 213 6:15 PM 0 4 220 Grand Total 5164 Approach% 0.0 96.0 4.0 0.0 57.6 3.0 39.4 0.0 6.8 92.2 0.9 0.0 7.4 0.0 92.6 0.0 Total% 0.0 52.8 2.2 0.0 55.1 0.4 0.0 0.3 0.0 0.6 3.0 39.9 0.4 0.0 43.3 0.1 0.0 1.0 0.0 1.0 Lights 5027 %Lights 100.0 97.3 99.1 100.0 97.4 100.0 100.0 100.0 100.0 100.0 97.0 100.0 100.0 97.2 100.0 100.0 100.0 97.3 Mediums %Mediums 0.0 2.1 0.9 0.0 2.1 0.0 0.0 0.0 0.0 0.0 2.3 0.0 0.0 2.1 0.0 0.0 0.0 2.1 Articulated Trucks Articulated Trucks 0.0 0.6 0.0 0.0 0.6 0.0 0.0 0.0 - 0.0 0.0 0.7 0.0 0.0 0.7 0.0 - 0.0 - 0.0 0.6 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 GRAM Traffic N TX Inc. C.Lint N.rn.:BONNIE BRAE IMMACULATE CATHOLIC 1120 W.Lovers Lane CHURCH-WEEKDAY Site Code: Arlington,Texas,United States 76013 Start Date:01/21/2021 817.265.8968 Page No:2 BONNIE BRAE ST[N] Out In Total 2015 2768 4783 47 59 106 15 16 31 2077 2843 4920 112 2654 1 1 1 58 0 0 0 16 0 0 113 2728 1 1 R T L U 0 0 0 0 7 t o w o o W U O O M O N N O O N O 2 U 01/21/2021 7:00 AM A F Ending At w o o w 01/21/2021 6:30 PM m v Lights 1 2 O N o N Mediums N o o N °53 Articulated Trucks — r— c o 0 0 0 ll h t r► U L T R 1 153 1997 21 0 0 47 0 0 0 15 0 1 153 2059 21 2724 2172 4896 58 47 105 16 15 31 2798 2234 5032 Out In Total BONNIE BRAE ST[S] Turning Movement Data Plot Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 202 AM GRAM Traffic N TX Inc. C.Lint Name:BONNIE BRAE @ IMMACULATE CATHOLIC 1120 W.Lovers Lane CHURCH-WEEKDAY Site Code: Arlington,Texas,United States 76013 Start Date:01/21/2021 817.265.8968 Page No:3 Turning Movement Peak Hour Data 17:15 AM) BONNIE BRAE ST DRWY BONNIE BRAE ST IMMACULATE CATHOLIC CHURCH Southbound Westbound Northbound Eastbound Start Time Left Thru Right U-Tum Toil Left Thru Right U-Turn Total Left Thru Right U-Turn Total Left Thru Right U-Turn Total Total 7:15 AM 0 145 7:30 AM 0 3 181 7:45 AM 0 4 258 8:00 AM 0 3 190 Total 0 10 0 10 774 Approach% 0.0 90.8 9.2 0.0 - 0.0 0.0 0.0 0.0 - 25.8 73.8 0.4 0.0 - 0.0 0.0 100.0 0.0 - - Total% 0.0 61.5 6.2 0.0 67.7 0.0 0.0 0.0 0.0 0.0 8.0 22.9 0.1 0.0 31.0 0.0 0.0 1.3 0.0 1.3 PHF 0.000 0.753 0.500 0.000 0.720 0.000 0.000 0.000 0.000 0.000 0.574 0.702 0.250 0.000 0.800 0.000 0.000 0.625 0.000 0.625 0.750 Lights 0 10 0 10 741 Lights 96.6 100.0 96.9 100.0 90.4 100.0 92.9 100.0 100.0 95.7 Mediums Mediums 3.2 0.0 2.9 - 0.0 7.3 0.0 5.4 0.0 0.0 3.6 Articulated 0 4 0 0 0 0 0 5 Trucks Articulated - 0.2 0.0 - 0.2 - - - - - 0.0 2.3 0.0 - 1.7 - - 0.0 - 0.0 0.6 Trucks Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 202 AM GRAMTraffic N TX Inc. IMMACULATECount Name:BONNIE CCATHOB C E 1120 W.Lovers Lane CHURCH-WEEKDAY Site Code: Arlington,Texas,United States 76013 Start Date:01/21/2021 817.265.8968 Page No:4 BONNIE BRAE ST[N] Out In Total 160 508 668 13 15 28 4 1 5 177 524 701 48 460 0 o 0 15 0 0 0 1 0 0 48 476 0 0 R T L u 1 4 L-t Peak Hour Data tA0000 m o o p O p N O O N O O = F Q0000 � S � � 0000 0 U 01/21/2021 7:15 AM A Lu o 0 0 o Ending At o 0 0 0 5 < 01/21/2021 8:15 AM m G o o Lights o u < O� o o Mediums o 0 Articulated Trucks rl h t r► u L T R 0 62 160 1 0 0 13 0 0 0 4 0 0 62 177 1 470 223 693 15 13 28 1 4 5 486 240 726 Out In Total BONNIE BRAE ST[S] Turning Movement Peak Hour Data Plot (7:15 AM) Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 202 PM GRAM Traffic N TX Inc. Count Name:BONNIE BRAE @ IMMACULATE CATHOLIC 1120 W.Lovers Lane CHURCH-WEEKDAY Site Code: Arlington,Texas,United States 76013 Start Date:01/21/2021 817.265.8968 Page No:5 Turning Movement Peak Hour Data 15:00 PM) BONNIE BRAE ST DRWY BONNIE BRAE ST IMMACULATE CATHOLIC CHURCH Southbound Westbound Northbound Eastbound Start Time Left Thru Right U-Tum Toil Left Thru Right U-Turn Total Left Thru Right U-Turn Total Left Thru Right U-Turn Total Total 5:00 PM 0 2 267 5:15 PM 0 7 303 5:30 PM 0 1 245 5:45 PM 0 0 259 Total 0 9 0 10 1074 Approach% 0.0 97.5 2.5 0.0 - 75.0 0.0 25.0 0.0 - 2.6 97.2 0.2 0.0 - 10.0 0.0 90.0 0.0 - - Total% 0.0 50.6 1.3 0.0 51.9 0.6 0.0 0.2 0.0 0.7 1.2 45.2 0.1 0.0 46.5 0.1 0.0 0.8 0.0 0.9 PHF 0.000 0.936 0.438 0.000 0.910 0.375 0.000 0.500 0.000 0.400 0.464 0.926 0.250 0.000 0.904 0.250 0.000 0.375 0.000 0.357 0.886 Lights 0 9 0 10 1062 Lights 98.9 100.0 98.9 100.0 100.0 100.0 100.0 98.8 100.0 98.8 100.0 100.0 100.0 98.9 Mad iu ns 0 4 0 0 0 0 0 8 Mediums 0.7 0.0 0.7 0.0 0.0 0.0 0.0 0.8 0.0 0.8 0.0 0.0 0.0 0.7 Articulated 0 2 0 0 0 0 0 4 Trucks Articulated - 0.4 0.0 - 0.4 0.0 - 0.0 - 0.0 0.0 0.4 0.0 - 0.4 0.0 - 0.0 - 0.0 0.4 Trucks Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 202 PM GRAM Traffic N TX Inc. Count Name:BONNIE BRAE IMMACULATE CATHOLIC 1120 W.Lovers Lane CHURCH-WEEKDAY Site Code: Arlington,Texas,United States 76013 Start Date:01/21/2021 817.265.8968 Page No:6 BONNIE BRAE ST[N] Out In Total 482 551 1033 4 4 8 2 2 4 488 557 1045 14 1 537 1 0 0 0 4 0 0 0 2 0 0 14 543 0 0 R T L U U Peak Hour Data t � NooN Q2 M O O M 0 0 U 01/21/2021 5:00 PM A F S o 0 0 o Ending At w o o w 5 01/21/2021 6:00 PM m v Lights 7 N o o H Mediums m o o co Articulated Trucks K ll h t r► U L T R 0 13 479 1 0 0 4 0 0 0 2 0 0 13 485 1 552 493 1045 4 4 8 2 2 4 558 499 1057 Out In Total BONNIE BRAE ST IS] Turning Movement Peak Hour Data Plot (5:00 PM) Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 GRAM Traffic N TX Inc. C.Lint Nam.:BONNIE BRAE @ IMMACULATE CATHOLIC 1120 W.Lovers Lane CHURCH-SUNDAY Site Code: Arlington,Texas,United States 76013 Start Date:01/24/2021 817.265.8968 Page No: 1 Turning Movement Data BONNIE BRAE ST DRWY BONNIE BRAE ST IMMACULATE CATHOLIC CHURCH Southbound Westbound Northbound Eastbound Start Time Left Thru Right U-Turn Total Left Thru Right U-Turn Total Left Thru Right U-Turn Total Left Thru Right U-Turn Total Total 7:30 AM 7:45 AM 93 Hourly Total 153 8:00 AM 8:15 AM 8:30 AM 8:45 AM 130 Hourly Total 46 306 9:00 AM 9:15 AM 9:30 AM 9:45 AM 150 Hourly Total 1 0 4 0 5 452 10:00 AM 10:15 AM 10:30 AM 10:45 AM 52 200 Hourly Total 47 0 52 564 11:00 AM 11:15 AM 11:30 AM 1 203 11:45 AM 0 199 Hourly Total 0 10 0 12 709 12:00 PM 201 12:15 PM 178 Grand Total 2563 Approach% 0.1 91.5 8.3 0.2 61.1 0.0 38.9 0.0 22.0 75.0 3.0 0.0 6.9 0.9 92.2 0.0 Total% 0.0 52.6 4.8 0.1 57.5 0.4 0.0 0.3 0.0 0.7 8.2 27.9 1.1 0.0 37.3 0.3 0.0 4.2 0.0 4.5 Lights 2553 %Lights 100.0 99.4 100.0 100.0 99.5 100.0 100.0 100.0 100.0 99.7 100.0 99.8 100.0 100.0 100.0 100.0 99.6 Mad iu ns 0 2 0 0 0 0 0 10 %Mediums 0.0 0.6 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.3 0.0 0.2 0.0 0.0 0.0 0.0 0.4 Articulated 0 0 0 0 0 0 0 0 Trucks %Articulated 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 Trucks Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 202 GRAM Traffic N TX Inc. C.Lint N.rn.:BONNIE BRAE IMMACULATE CATHOLIC 1120 W.Lovers Lane CHURCH-SUNDAY Site Code: Arlington,Texas,United States 76013 Start Date:01/24/2021 817.265.8968 Page No:2 BONNIE BRAE ST[N] Out In Total 732 1466 2198 2 8 10 0 0 0 734 1474 2208 122 1340 1 3 0 8 0 0 0 0 0 0 122 1348 1 3 R T L U /1 1 4 LT U o 0 2 � U m �0 01/24/20217:30 AM A w S o o Ending At o o F 01/24/2021 12:30 PM r 0 0 m v w w Lights 1 u Mediums o o o n Articulated Trucks — 0 0 0 o K74_ ll h t r► U L T R 0 210 714 29 0 0 2 0 0 0 0 0 0 210 716 29 1458 953 2411 8 2 10 0 0 0 1466 955 2421 Out In Total BONNIE BRAE ST[S] Turning Movement Data Plot Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 202 AM GRAM Traffic N TX Inc. C.Lint Nam.:BONNIE BRAE @ IMMACULATE CATHOLIC 1120 W.Lovers Lane CHURCH-SUNDAY Site Code: Arlington,Texas,United States 76013 Start Date:01/24/2021 817.265.8968 Page No:3 Turning Movement Peak our Data 111:30 AM) BONNIE BRAE ST DRWY BONNIE BRAE ST IMMACULATE CATHOLIC CHURCH Southbound Westbound Northbound Eastbound Start Time Left Thru Right U-Tum Toil Left Thru Right U-Turn Total Left Thru Right U-Turn Total Left Thru Right U-Turn Total Total 11:30 AM 1 203 11:45 AM 0 199 12:00 PM 201 12:15 PM 178 Total 0 2 0 2 781 Approach% 0.0 89.9 10.1 0.0 - 83.3 0.0 16.7 0.0 - 23.0 75.6 1.4 0.0 - 0.0 0.0 100.0 0.0 - - Total% 0.0 47.9 5.4 0.0 53.3 0.6 0.0 0.1 0.0 0.8 10.5 34.6 0.6 0.0 45.7 0.0 0.0 0.3 0.0 0.3 PHF 0.000 0.866 0.500 0.000 0.954 0.625 0.000 0.250 0.000 0.500 0.513 0.813 0.417 0.000 0.920 0.000 0.000 0.500 0.000 0.500 0.962 Lights 0 2 0 2 778 Lights 99.2 100.0 99.3 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 99.6 Mad iu ns 0 0 0 0 0 0 0 3 Mediums 0.8 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 Articulated 0 0 0 0 0 0 0 0 Trucks Articulated - 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 Trucks Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 202 AM GRAM Traffic N TX Inc. C.Lint N.rn.:BONNIE BRAE IMMACULATE CATHOLIC 1120 W.Lovers Lane CHURCH-SUNDAY Site Code: Arlington,Texas,United States 76013 Start Date:01/24/2021 817.265.8968 Page No:4 BONNIE BRAE ST[N] Out In Total 271 413 684 0 3 3 0 0 0 271 416 687 42 1 371 1 0 0 0 3 0 0 0 0 0 0 42 374 0 0 R T L U Peak Hour Data Q2 N O O N N O O U U 01/24/2021 11:30 AM A F C N O O N Ending At m o o M 5 01/24/2021 12:30 PM m o 0 0 o F r in o o cn 5 a Lights o O N o o N Mediums o o � Articulated Trucks r — ll h ? r► U L T R 0 82 270 5 0 0 0 0 0 0 0 0 0 82 270 5 378 357 735 3 0 3 0 0 0 381 357 738 Out In Total BONNIE BRAE ST IS] Turning Movement Peak Hour Data Plot (11:30 AM) Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 • L A M B E T H • Appendix C. Historical Traffic Volumes Appendix Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 Historical Traffic Volumes N Bonnie Brae St., North of W University Drive Year AADT %Growth I Traffic Count %Growth 2019 11,787 -1.7% 12,186 -1.9% 2014 12,865 13,401 2014- 2019 -1.7% -1.9% Traffic Volumes obtained from TxDOT TCDS on December 28, 2018. W. Windsor Dr., North of N Bonnie Brae St. Year AADT %Growth Traffic Count %Growth 2019 4,064 -1.6% 4,545 -0.2% 2014 4,411 4,595 2014- 2019 -1.6% -0.2% Traffic Volumes obtained from TxDOT TCDS on December 28, 2018. W. University Dr., East of Town Center Year AADT %Growth Traffic Count %Growth 2018 25,998 10.7% 31,269 12.8% 2017 23,479 21.9% 27,726 15.3% 2016 19,268 -3.5% 24,054 4.4% 2015 19,968 -21.3% 23,041 -18.0% 2014 25,373 -5.2% 28,083 -6.9% 2013 26,754 30,172 2013 - 2018 -0.6% 1 0.7% Traffic Volumes obtained from TxDOT TCDS on December 28, 2018. Growth Rate for TIA: 2.0% Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 • L A M B E T H • Appendix D. Deceleration Lane Analysis Appendix Development Assistance Team Approved 05/04/21 o ms)nEnvelope ID:9C 6D90E84q-cBA39agc 7q7A q R _ e u § / & % > r j ^ - j _ # / - 2 < � < U \ U } E ; ? � & � / ^ 0 m ? z ƒ Ln % O � O � � � 2 � � Q F � � � \ > � � % E o CL u / Q 0 ( @ ® \ 0 / Ln '7 c : \ � ® / / \ O � � ° u 2 e ) a / @ Q U \ § _0 � \ � 2 ` � © \ \ \ m z \ > 0 E $ � � @ � / 2 � � o ms)nEnvelope ID:9C 6D90E84q-cBA39agc 7q7A q j ( 8 = � / 2 Q § $ o 0 j o � k � . 2 o c S m 0 8 2 m = \ o \ S 7 / ° N o � # y O O 2 p � / CL j \ S S g E ^ $t4GA`wmoAunl w@M 2 � � R � � ► o (D 2 m cob ' \ - z § d m { 9 � 4- ® 2 \ 7\ U � ■ ° ¢ � Cl) ® j c / k a / $ /AW co > z e > m a) o O ( - \ a ES = 9 . f . � ® Cc a) \ k ' $ 5 E 6 o o E $ 2 \ _§ _ @ \ E R > � J 2 & u \ e P 8 E C14E \ / \ \ & / } 22E / \ 0r Z � o ms)nEnvelope ID:9C 6D90E84q-cBA39agc 7q7A q j ( E _ � / 2 \ $ o r- � � j o = k � \ a . 2 o c S m o E m ® \ o \ 1-00 S 7 \ 2 m o # g O O 2 p � CD j \ S S g E ^ E $40A`wmoAunl w@M 2 � � R a) co � k ► % o g o / g b ' \ - z - § d � 4- ® 2 c U § / ƒ £ \ E E E U) Ek ' ® / / k /k 2 $ / \ \ \ / ) k S _ _ o Cl) / - \ / { / / k == 4 % d / ® � > [ ® d E \ / � Z5jq \ EE > � m 0 \ \ k § E \ [-m \ § CO / } 2 - E / \ dr Z LL o ms)nEnvelope ID:9C 6D90E84q-cBA39agc 7q7A q j ( y = Q / ' a o 0 2 � ° ' 2 � 2 o c � � o \ 2 m \ 1 CDR 2 ( § m o � # g O O 2 p � g j \ S (.0 g E ^ E $qGA`wmoAuin.L w@l 2 � � R � P � ► o G ' \ - _ § d Cl) m { 9 � 4- m 2 \ U > ■ ° ¢ £ 7\ _ ._ Cf) U) 2 J f ® / / k /k 2 $ / \ \ \ / ) k S _ 0 o _ ■ 5 . & ' � _ � : L@ ƒ 2 J % d / ® > [ cc d E \ / E Z5 @ \ EE0 & \ \ e P 8 E E \ / \ § & Z0 Z LL o ms)nEnvelope ID:9C 6D90E84q-cBA39agc 7q7A q j ( / _ \ > $ o 0 2 C ° ' 2 � 2 o c S m o E 2 m = \ CD \ S 7 \ 2 m o � # g O O 2 p g j \ S S g E ^ $40A`wmoAunl w@M 2 � � R k ► % o_ g o E \ \ � d � 4- ® 2 c U ■ ° ¢ £ 7\ un ® j > / k m 2 $ / \ L) \ \ / ) k i e > _ o cn_ ■ 5 . & : ; _ / : - o E 3 - 2 / Ey > 0k o E $ 2 \ _§ _ @ \ E R > � J 2 C*4 & \ \ e P 8 E E \ / \ & / } 22E / \ dr Z U- D«q)nEnvelope ID:9C 6D93D84E8-49cnA3 gs5s yFE6 S § ƒ ± � f I b ) 2 \ o % c U > U < E ƒ M \ J a) O 1 Ln O � > _ < O � � _ \ � . � ® 0 � b � / d E 421 \ t t Q \ \ � 0 c ¥ \ z 0 7 5/ � ._7 } c D � 0 5 � i / } \ 9 m a < \ 2 � co ru 0 co \ 0 0 F- { o NO $ u o ms)nEnvelope ID:9C 6D90E84q-cBA39agc 7q7A q j ( CD / _ � 2 2 Q > O \ ° � � k . 2 — 0 0 o ? 0 m \ CD \ 2 W \ 1 0 � # y O O 2 p CL JS CL S CD 'IT \ ^ mLJOA`wm©Aujnl m@N � � R � � k ► % o_ $ o / $ q o m \ rr \ d m { © � � ® 2 \ U � ■ ° ¢ � $ 7\ Cl) ® co C $ / \ \ \ = ) k R > _ o ( \ ƒ E 'E . U> % d / ® > 0 ( c d E C) ( 7 J @ 75 E §> /0 \ \>1 E }/ 22E / Z � o ms)nEnvelope ID:9C 6D90E84q-cBA39agc 7q7A q j ( / _ � / 2 \ $ o 0 CAo = k � \ a . 2 o c S � g § 2 = \ CD \ S 7 \ 0 m o # g O O 2 p C CD j \ S S g E ^ E $40A`wmoAunl w@M 2 � � R � 0 QO � k ► % o_ g a / ® b O d � 4- ® 2 \ 7\ U Cf) U) k ' ® � / � / k /k � 2 $ / \ \ \ / ) k S _ _ 0 o Cl) / - \ / { / / k = = 4 % d / ® � > [ cc d \ a) , E Z5 \ E > 75 m 0 \ e P 8 E _ _ cam E \ / \ § / & / } � 2E / \ dr Z LL o ms)nEnvelope ID:9C 6D90E84q-cBA39agc 7q7A q j ( / _ Q / ' a o 0 2 � � ° ' 2 � 2 o c � � o \ 2 m \ � ® � � § g §_ (.0 7 \ 0 m o � # g O O 2 p � g j \ S S g E ^ E $qGA`wmoAuin.L w@l 2 � � R � P k ► % o_ ® o / r b O / \ Gn \ % d Cl) m { 9 � 4- m 2 \ U > ■ ° ¢ £ 7\ _ ._ un U) ƒ J f ® j / k /k / $ / \ L) \ \ � ) k e > _ a) o _ ■ 5 . & : ; _ / Cl) : - o � f : m % / E > 0 Cc 5 $ s E i o o E $ 2 \ _§ _ @ \ ER \ � J2 & \ \ e P 8 E E \ / \ \ & / } 2 � E / \ d Z LL o ms)nEnvelope ID:9C 6D90E84q-cBA39agc 7q7A q j ( E _ \ > $ o r- 2 � ° ' 2 � 2 \ 2 - o c S m o E 2 m ® \ o \ 1-00 S 7 \ 2 m o � # g O O 2 p � CD Q / \ j \ S S g E ^ P $40A`wmoAunl w@M 2 � � R k ► % o 2 o >Fu _ � m > _ d � � ® 2 \ U 2 ] > ■ £ I .% E E 2 . C -0/ z 0 �\ \ \ � � � Q a) S ■ e . & f § cn : 5@f E S - 2 / E ) $ k � 5 % s E i o o E $ 2 \ } @ \ ER \ � J2 & \ \ e P 8 E 2 = r- = E \ \ \ \ \ & / } / \ d Z U- DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 VEHICLE QUEUE OBSERVATIONS N Bonnie Brae St. at the Immaculate Church Driveway Date: 1/21/2021 Weekday, AM Peak Hour Left Turn Total Time Queue Time Vehicles Queue Start Time End Time Total Time Exceeds 4 Vehicles Queued Length (S+Veh.) 7:23 1 1 7:50:47 7:50:55 0:00:08 7:24 1 2 7:50:55 7:50:57 0:00:02 7:25 1 3 7:50:57 7:51:01 0:00:04 7:27 1 7:51:01 7:51:10 0:00:0_ 7:31 1 5 7:51:10 7:51:15 0:00:05 7:32 2 6 7:51:15 7:51:16 0:00:01 0:00:14 7:42 1 5 7:51:16 7:51:24 0:00:08 7:43 1 7:51:24 7:51:26 0:00:0, 7:44 1 7:51:26 7:51:42 0:00:16 7:46 1 7:51:42 7:51:45 0:00:03 7:47 1 7:51:45 7:51:47 0:00:02 7:50 6 7:51:47 7:51:51 0:00:04 7:51 3 7:51:51 7:52:00 0:00:09 7:52 4 7:52:00 /:52:02 0:00:02 7:53 2 1 7:52:02 7:52:26 0:00:24 7:57 1 0 7:52:26 7:52:42 0:00:16 7:59 1 1 7:52:46 0:00:04 8:04 1 2 7:52:46 7:52:54 0:00:08 8:05 2 1 7:52:54 7:53:02 0:00:08 8:08 1 0 1 7:53:02 8:09 1 8:12 1 Development Assistance Team Approved 05/O4/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 N Bonnie Brae St. at the Immaculate Church Driveway Date: 1/21/2021 Weekday, PM Peak Hour Left Turn Time Vehicles Queued 5:12 1 5:15 1 5:16 1 5:21 1 5:24 2 5:26 1 1 Date: 1/24/2021 Sunday, AM Peak Hour Left Turn Total Time Queue Time Vehicles Queue Start Time End Time Total Time Exceeds 4 Vehicles Queued Length (5 Veh.) 11:31 3 11:43:02 11:43:12 0:00:10 11:32 2 2 11:43:12 11:43:12 0:00:00 11:35 3 3 11:43:12 11:43:18 0:00:06 11:36 2 4 11:43:18 11:43:27 0:00:09 11:39 2 11:43:27 11:43:37 0:00:10 11:43 6 6 11:43:37 11:43:38 0:00:01 0:00:13 11:44 1 5 11:43:38 11:43:40 0:00:02 11:45 1 4 11:43:40 11:43:43 0:00:03 11:46 1 3 11:43:43 11:43:46 0:00:03 11:50 3 2 11:43:46 11:43:49 0:00:03 11:51 2 1 11:43:49 11:43:51 0:00:02 11:53 3 0 11:43:51 11:55 1 11:58 2 12:01 3 12:04 1 12:09 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 • L A M B E T H • Appendix E. Synchro Analysis Synchro Scenarios: 1 . 2021 Existing AM 2. 2021 Existing PM 3. 2022 Background AM Without Hooded, Left-Turn Lane 4. 2022 Background PM Without Hooded, Left-Turn Lane 5. 2022 Background-Plus Site AM Without Hooded, Left-Turn Lane 6. 2022 Background-Plus-Site PM Without Hooded, Left-Turn Lane 7. 2027 Background AM Without Hooded, Left-Turn Lane 8. 2027 Background PM Without Hooded, Left-Turn Lane 9. 2027 Background-Plus-Site AM Without Hooded, Left-Turn Lane 10.2027 Background-Plus-Site PM Without Hooded, Left-Turn Lane 11 .2022 Background AM With Hooded, Left-Turn Lane 12.2022 Background PM With Hooded, Left-Turn Lane 13.2022 Background-Plus Site AM With Hooded, Left-Turn Lane 14.2022 Background-Plus-Site PM With Hooded, Left-Turn Lane 15.2027 Background AM With Hooded, Left-Turn Lane 16.2027 Background PM With Hooded, Left-Turn Lane 17.2027 Background-Plus-Site AM With Hooded, Left-Turn Lane 18.2027 Background-Plus-Site PM With Hooded, Left-Turn Lane 19.2022 Background-Plus-Site AM With Hooded, Left-Turn Lane - Sunday 20.2027 Background-Plus-Site AM With Hooded, Left-Turn Lane - Sunday Appendix Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 01. 2021 Existing Adjusted AM Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ttT+ ) ttT+ tT+ tT Traffic Volume(veh/h) 172 163 Future Volume(veh/h) 172 163 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/hlln Adj Flow Rate,veh/h 187 177 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 135 326 244 217 Arrive On Green 0.05 0.47 0.47 0.08 0.50 0.50 0.07 0.10 0.10 0.11 0.14 0.14 Sat Flow,veh/h Grp Volume(v),vehlh 187 177 Grp Sat Flow(s),vehlh/In Q Serve(g_s),s 3.2 7.6 7.8 5.3 8.0 8.1 5.0 4.5 4.9 7.9 9.3 10.0 Cycle Q Clear(g_c),s 3.2 7.6 7.8 5.3 8.0 8.1 5.0 4.5 4.9 7.9 9.3 10.0 Prop In Lane 1.00 0.27 1.00 0.33 1.00 0.81 1.00 1.00 Lane Grp Cap(c),veh/h 165 326 243 217 V/C Ratio(X) 0.26 0.29 0.29 0.40 0.30 0.30 0.47 0.51 0.56 0.54 0.77 0.82 Avail Cap(c_a),veh/h 301 348 328 293 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 11.3 14.8 14.9 10.8 13.6 13.6 33.8 39.2 39.4 32.1 38.3 38.6 Incr Delay(d2),s/veh 0.1 0.5 0.9 0.2 0.4 0.9 0.5 0.8 1.1 0.5 4.8 9.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.2 2.8 3.1 1.8 2.8 3.1 2.1 1.9 2.0 3.3 4.2 4.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.4 15.3 15.8 11.0 14.1 14.5 34.3 40.0 40.5 32.7 43.1 47.6 LnGrp LOS B B B B B B C D D C D D Approach Vol,vehlh 830 966 293 539 Approach Delay,s/veh 14.9 13.6 38.0 41.2 Approach LOS B B D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 12.4 48.4 12.6 18.6 10.1 50.8 15.8 15.3 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 27.0 11.0 17.0 15.0 27.0 11.0 17.0 Max Q Clear Time(g_c+l1),s 7.3 9.8 7.0 12.0 5.2 10.1 9.9 6.9 Green Ext Time(p-c),s 0.2 2.6 0.0 0.6 0.1 2.7 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 22.4 HCM 6th LOS C Notes A User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th AWSC 01. 2021 Existing Adjusted AM Perch Denton 201: N. Bonnie Brae St.&W.Windsor Dr. �tersecti Intersection Delay,s/veh 11 Intersection LOS Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations -' ?f ) TT ) TI ) tT+ Traffic Vol,vehlh 109 !IIIIIIIIIIIIIIIIIIII�198 13 Future Vol,veh/h 109 56 7 198 13 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 10.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow Nu mber of Lanes 0 1 1 1 2 0 1 2 0 1 2 0 Approach EB WB NB "llllllllr SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 00&. 3 2 3 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 2 HCM Control Delay 11.3 11.4 10.3 11.1 1W B T NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left,% 100% 0% 0% 27% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 39% 73% 0% 0% 100% 74% 0% 100% 84% Vol Right,% 0% 0% 61% 0% 100% 0% 0% 26% 0% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 17 11 7 132 79 LT Vol 37 0 0 21 0 96 0 0 7JE 0 0 Through Vol 132 66 RT V 13 Lane Flow Rate 18 12 8 143 86 Geometry Grp IV 8 8 8 8 8 8 8 8 8 8 8 Degree of Util(X) 0.079 0.144 0.171 0.154 0.364 0.209 0.034 0.022 0.015 0.26 0.153 Departure Headway(Hd) 7.071 6.566 6.138 6.439 5.606 7.198 6.696 6.509 7.02 6.515 6.399 Convergence,Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap� 497 532 547 50011WO 558 Service Time 4.837 4.332 3.903 4.195 3.362 4.968 4.465 4.279 4.783 4.278 4.162 HCM Lane V/C Ratio 0.079 0.145 0.172 0.155 0.366 0.209 0.034 0.022 0.016 0.26 0.154 HCM Control Delay 10.4 10.4 10.2 10.4 11.6 11.9 9.7 9.4 9.9 11.6 10.3 HCM Lane LOv HCM 95th-tile Q 0.3 0.5 0.6 0.5 1.7 0.8 0.1 0.1 0 1 0.5 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 01. 2021 Existing Adjusted AM Perch Denton 202:N. Bonnie Brae St.&Church Driveway Intersection Int Delay,s/veh 1.6 Movement WBL WBT WM NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 N tT+ ) ti� Traffic Vol,veh/h 0 0 15 0 0 0 95 195 1 0 524 74 Future Vol,veh/h 0 0 15 0 0 0 95 195 1 0 524 74 Conflicting Peds,#/hr 0 0 0 0 0 ML,.-- 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - NonX300h=EEL&nq Storage Length - - - - - 351 - - 100 - - Veh in Median Storage,# - 0 - - 0 Grade, % - 0 - 0 - - 0 - - 0 - Peak Hour Factor 92 92 62 92 92 92 70 25 92 75 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt F lo 0 0 24 0 0 0 Major/Minor Minorl Majorl Conflicting Flow All 1462 142 847 0 0 283 0 0 Stage 1 E-W15 615 - - - Stage 2 474 617 - 350 847 - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 " 4" Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 130 14-W79 209 128 880 Stage 358 407 445 480 - - - - - - - Stage 2 540 479 - 639 376 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 880 Mov Cap-2 Maneu ver 109 111 - 167 101 - - - - - - Stage1 282 407 - 351 378 - Stage 2 425 377 - 612 376 - - - - &pproach EB WB NB SB kLCM Control Delay,s 11.5 0 4 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 786 579 1276 HCM Lane V/C Ratio 0.212 0.042 - HCM Control Delay(s) _ 10.1sp- 11.5 0 0 HCM Lane LOS B B A A VCM 95th%tile O(veh) 0 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 3 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 01. 2021 Existing Adjusted AM Perch Denton 203: N. Bonnie Brae St.&Site Driveway Intersection Int Delay,s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r tt tT+ Traffic Vol,veh/h 0 0 0 290 524 0 Future Vol,veh/h 0 0 0 290 524 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None - None Storage Length 0 - Veh in Median Storage,# 0 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 9M 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 315 570 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 285 0 0 Stage 1 - - - Stage 2 - Critical Hdwy 6.94 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - Follow-u p Hdwy - 3.32 Pot Cap-1 Maneuver 0 712 0 - Stage 1 0 - 0 Stage 2 0 - 0 - - Platoon blocked,% Mov Cap-1 Maneuver - 712 - Mov Cap-2 Maneu ver - - Stage 1 - - - Stage 2 - - Approach EB NB SB HCM Control Delay,s 0 0 0 - HCM LOS A Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity(veh/h) - - - HCM Lane V/C Ratio - HCM Control Delay(s) - 0 - - HCM Lane LOS - A - - HCM 95th%tile Q(veh) - - - Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 4 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 02. 2021 Existing Adjusted PM Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ttT+ ) ttT+ +T* tT Traffic Volume(veh/h) 151 220 Future Volume(veh/h) 151 220 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In Adj Flow Rate,veh/h 232 293 164 239 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 254 364 279 249 Arrive On Green 0.08 0.40 0.40 0.07 0.39 0.39 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow,veh/h Grp Volume(v),veh/h 164 239 Grp Sat Flow(s),vehlh/In Q Serve(g_s),s 5.8 16.6 16.6 4.9 20.6 20.6 14.1 8.8 14.7 13.8 8.7 15.3 Cycle Q Clear(g_c),s 5.8 16.6 16.6 4.9 20.6 20.6 14.1 8.8 14.7 13.8 8.7 15.3 Prop In Lane 1.00 0.26 1.00 0.29 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h V/C Ratio(X) 0.60 0.53 0.53 0.47 0.64 0.64 0.83 0.58 0.91 0.80 0.59 0.96 Avail Cap(c_a),veh/h HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 1.00 Uniform Delay(d),s/veh 19.5 23.3 23.3 18.0 25.2 25.2 29.9 39.7 42.2 30.0 39.9 42.7 Incr Delay(d2),s/veh 0.7 1.5 2.8 0.4 2.3 4.4 12.0 2.0 34.0 9.3 2.2 45.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.3 6.6 7.2 1.9 8.2 8.9 7.0 3.9 8.0 6.6 3.9 9.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 20.2 24.8 26.2 18.4 27.5 29.6 42.0 41.6 76.2 39.3 42.2 88.6 LnGrp LOS C C C B C C D D E D D F Approach Vol,veh/h 1281 1436 697 696 Approach Delay,s/veh 24.6 27.2 53.3 56.9 Approach LOS C C D E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 11.9 45.9 22.2 22.0 12.9 44.9 21.9 22.3 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 31.0 18.0 16.0 15.0 31.0 18.0 16.0 Max Q Clear Time(g_c+I1),s 6.9 18.6 16.1 17.3 7.8 22.6 15.8 16.7 Green Ext Time(p-c),s 0.1 3.9 0.1 0.0 0.1 3.6 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 35.9 HCM 6th LOS D Notes in User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th AWSC 02. 2021 Existing Adjusted PM Perch Denton 201: N. Bonnie Brae St.&W.Windsor Dr. Mersection Intersection Delay,s/veh12.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r ) tT+ ) tT+ ) tT+ Traffic Vol,veh/h Future Vol,veh/h Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 33 Nu mber of Lanes 0 1 1 1 2 0 1 2 0 1 2 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 3 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 3 3 3 2 HCM Control Delay 11.4 12.4 12.6 13.9 HCM LOS B B B B Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLnlWBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 12% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 31% 88% 0% 0% 100% 50% 0% 100% 78% Vol Right, % 0% 0% 69% 0% 100% 0% 0% 50% 0% 0% 22% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 37 36 13 209 135 LT Vol 0 0 Through Vol 0 209 105 RT Vol 0 30 Lane Flow Rate Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 Degree of Util(X) 0.158 0.264 0.39 0.138 0.201 0.253 0.084 0.079 0.029 0.443 0.278 Departure Headway(Hd) 7.455 6.95 6.465 7.611 6.853 8.065 7.561 7.212 7.512 7.006 6.849 Convergence,Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 525 Service Time 5.192 4.686 4.202 5.35 4.592 5.806 5.303 4.953 5.249 4.743 4.586 HCM Lane V/C Ratio 0.158 0.264 0.39 0.138 0.2 0.254 0.084 0.078 0.029 0.444 0.278 HCM Control Delay 11.6 12.2 13.3 11.6 11.3 13.5 11 10.6 10.5 15.2 12.2 HCM Lane LOS B B B B B B B B B C B HCM 95th-tile Q 0.6 1.1 1.8 0.5 0.7 1 0.3 0.3 0.1 2.2 1.1 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 02. 2021 Existing Adjusted PM Perch Denton 202:N. Bonnie Brae St.&Church Driveway Intersection Int Delay,s/veh 0.8 Movement WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 N tip ) tT+ Traffic Vol,veh/h 1 0 13 6 0 2 18 485 1 0 543 0 Future Vol,veh/h 1 0 13 6 0 2 18 485 1 0 543 0 Conflicting Peds,#/hr 0 0 0 0 0 0 0 IFEENLOJIb6 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None None Storage Length - - - - - 351 - - 100 - - Veh in Median Storage,# - 0 - - 0 lllllMWi - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hourator 2S==U 38 92 92 92 MIIlFWmm72 25 92 92 44 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 34 7 0 2 39 527 4 0 590 0 Major/Minor Minorl �W Majorl at Conflicting Flow All 1197 266 590 0 0 531 0 0 Stage 1 �&0 M - 607 6WW- - - - Stage 2 342 609 - 295 590 - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 " 4" Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 _J�4 5.54 Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 2� 982 Stage 461 493 - 450 485 - - - - - - Stage 2 646 484 - 689 493 - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 732 982 - Mov Cap-2 Maneu ver 214 177 - 215 178 - - - - Stage 1 443 493 - 432 466 Stage 2 619 465 - 655 493 - - &pproach EB WB NB SB LCM Control Delay,s 11.8 19.3 0.6 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 982 - 566 261 1033 HCM Lane V/C Ratio 0.04 0.068 0.033 - HCM Control Delay(s) 8.8 - 11.8 19.3 0 HCM Lane LOS A - B C A VCM 95th%tile Q(veh) 0.1 - 0.2 0.1 0 - Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 3 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 02. 2021 Existing Adjusted PM Perch Denton 203: N. Bonnie Brae St.&Site Driveway Intersection Int Delay,s/veh 0 Movement EBL EBR NB L BR Lane Configurations r ++ + To Traffic Vol,veh/h 0 0 0 503 543 0 Future Vol,veh/h 0 0 0 503 543 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None - None Storage Length 0 - Veh in Median Storage,# 0 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 92 9JK 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 IMIr-0 547 590 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 295 0 - 0 Stage 1 - - - - Stage 2 - Critical Hdwy 6.94 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - - Follow-u p Hdwy - 3.32 Pot Cap-1 Maneuver 0 701 0 j Stage 1 0 - 0 Stage 2 0 - 0 - - - Platoon blocked,% Mov Cap-1 Maneuver - 701 - - - - Mov Cap-2 Maneu ver - - Stage 1 - - - - Stage 2 - - Approach EB NB SB HCM Control Delay,s 0 0 0 - HCM LOS A Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity(veh/h) - - - HCM Lane V/C Ratio - HCM Control Delay(s) - 0 - - HCM Lane LOS - A - - HCM 95th%tile Q(veh) - - - Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 4 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 03. 2022 Bkgd AM without hooded left Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vii ttT+ ) ttT Vii tT tT Traffic Volume(veh/h) 175 166 Future Volume(veh/h) 175 166 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 Adj Flow Rate,veh/h 190 180 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 1 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 137 329 247 220 Arrive On Green 0.06 0.47 0.47 0.08 0.49 0.49 0.07 0.10 0.10 0.11 0.14 0.14 Sat Flow,veh/h Grp Volume(v),veh/h 190 180 Grp Sat Flow(s),veh/h/In Q Serve(g_s),s 3.3 7.9 8.0 5.5 8.2 8.3 5.0 4.6 5.1 8.1 9.5 10.2 Cycle Q Clear(g_c),s 3.3 7.9 8.0 5.5 8.2 8.3 5.0 4.6 5.1 8.1 9.5 10.2 Prop In Lane 1.00 0.27 1.00 0.33 1.00 0.82 1.00 1.00 Lane Grp Cap(c),veh/h 168 329 247 220 V/C Ratio(X) 0.27 0.30 0.30 0.41 0.30 0.31 0.47 0.51 0.56 0.54 0.77 0.82 Avail Cap(c_a),veh/h 301 348 328 293 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 11.5 15.2 15.2 11.0 13.9 13.9 33.7 39.1 39.3 32.0 38.2 38.5 Incr Delay(d2),s/veh 0.1 0.5 0.9 0.2 0.5 0.9 0.5 0.8 1.1 0.6 5.3 9.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.2 2.9 3.2 1.9 2.9 3.2 2.1 2.0 2.0 3.4 4.3 4.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.6 15.6 16.1 11.3 14.3 14.8 34.2 39.9 40.4 32.6 43.5 48.1 LnGrp LOS B B B B B B C D D C D D Approach Vol,veh/h 846 986 299 548 Approach Delay,s/veh 15.2 13.8 37.9 41.5 Approach LOS B B D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 12.6 48.0 12.7 18.8 10.2 50.4 16.0 15.5 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 27.0 11.0 17.0 15.0 27.0 11.0 17.0 Max Q Clear Time(g_c+11),s 7.5 10.0 7.0 12.2 5.3 10.3 10.1 7.1 Green Ext Time(p-c),s 0.2 2.7 0.0 0.6 0.1 2.8 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 22.6 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th AWSC 03. 2022 Bkgd AM without hooded left Perch Denton 201: N. Bonnie Brae St.&W.Windsor Dr. Ltersectio Intersection Delay,s/veh11.1 Intersection LOS Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' r ) tI ) tT+ Traffic Vol,veh/h 202 13 Future Vol,veh/h 111 57 7 202 13 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow Nu mber of Lanes 0 1 1 1 2 0 1 2 0 1 2 0 Approach EB WB NB 'mw SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left Nosh... 3 2 3 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 2 HCM Control Delay 11.4 11.5 10.4 11.2 B T NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLnlWBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left,% 100% 0% 0% 26% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 39% 74% 0% 0% 100% 74% 0% 100% 84% Vol Right,% 0% 0% 61% 0% 100% 0% 0% 26% 0% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 17 12 7 135 80 LT Vol 0 Through Vol 135 67 RT V 0 0 57 0 219 0 0 3 O0 13 Lane Flow Rate 19 13 8 146 87 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 Degree of Util(X) 0.082 0.148 0.176 0.156 0.373 0.214 0.035 0.023 0.015 0.267 0.156 Departure Headway(Hd) 7.118 6.613 6.185 6.478 5.647 7.248 6.746 6.565 7.067 6.562 6.448 Convergence,Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 554 Service Time 4.882 4.377 3.949 4.236 3.405 5.02 4.517 4.336 4.831 4.326 4.211 HCM Lane V/C Ratio 0.082 0.148 0.177 0.158 0.374 0.217 0.036 0.024 0.016 0.267 0.157 HCM Control Delay 10.5 10.5 10.3 10.4 11.8 12 9.8 9.5 9.9 11.7 10.4 JrM Lane LOS HCM 95th-tile Q 0.3 0.5 0.6 0.5 1.7 0.8 0.1 0.1 0 1.1 0.5 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 03. 2022 Bkgd AM without hooded left Perch Denton 202:N. Bonnie Brae St.&Church Driveway Intersection Int Delay,s/veh 1.6 Movement WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 :11 +T ) ti� Traffic Vol,veh/h 0 0 16 0 0 0 97 199 mmjj�= 0 534 75 Future Vol,veh/h 0 0 16 0 0 0 97 199 1 0 534 75 Conflicting Peds,#/hr 0 0 0 0 0 0 0 IFINIEL 0 JNIkllb 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None None Storage Length - - - - - 351 - - 100 - - Veh in Median Storage,# - 0 - - 0 Grade, % - 0 - 0 - - 0 - - 0 - Peak Houraktor 92 92 62 92 92 92 70 25 92 75 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow- 0 0 26 0 0 0 _ Major/Minor Minor2 Minor1 ME Conflicting Flow All 1488 144 862 0 0 288 0 0 Stage 1 787 7A - W6 626 - - Stage 2 482 628 - 356 862 - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 877 Stage 351 401 - 439 475 - - - - - - - Stage 2 534 474... - 634 370 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 104 106�61 96 877 Mov Cap-2 Maneu ver 104 106 - 161 96 - - - - - - Stage 1 274 JWMMWF--343 371 - - Stage 2 417 370 - 605 370 - - - - &pproach EB WB NB SB ILCM Control Delay,s 11.6 0 4.1 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) jj&h - - 573 1271 HCM Lane V/C Ratio 0.219 - - 0.045 - HCM Control Delay(s) __JjjjjjjPW- 11.6 _jln& 0 HCM Lane LOS B B A A VCM 95th%tile O(veh) 0 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 3 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 03. 2022 Bkgd AM without hooded left Perch Denton 203: N. Bonnie Brae St.&Site Driveway Intersection _ Int Delay,s/veh 0 Movement EBR NBL NBT SBT SBR Lane Configurations jr tt tT Traffic Vol,veh/h 0 0 0 296 534 0 Future Vol,veh/h 0 0 0 296 534 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None Storage Length - 0 - Veh in Median Storage,# 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flo 0 0 0 322 580 0 Major/Minor Minor2 P ajor1 Majo Conflicting Flow All - 290 0 - 0 Stage 1 - MEL— Stage 2 - - - Critical Hdwy - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 Follow-u p Hdwy - 3.32 - - - - Pot Cap-1 Maneuver Stage 1 0 - 0 - - - Stage 2 Platoon blocked,% - - - Mov Cap-1 Maneuver - - IF Mov Cap-2 Maneu ver - - - Stage 1 - Stage 2 - - &pproach EB NB SB LCM Control Delay,s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity(veh/h) HCM Lane V/C Ratio HCM Control Delay(s) 0 HCM Lane LOS A VCM 95th%tile Q(veh) Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 4 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 04. 2022 Bkgd PM without hooded left Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) W. ) ttT tT tT Traffic Volume(veh/h) 154 224 Future Volume(veh/h) 154 224 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In Adj Flow Rate,veh/h 236 299 167 243 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 254 366 279 249 Arrive On Green 0.08 0.40 0.40 0.07 0.39 0.39 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow,veh/h Grp Volume(v),veh/h 167 243 Grp Sat Flow(s),vehlh/In Q Serve(g_s),s 6.0 17.1 17.2 5.1 21.3 21.3 14.5 8.9 15.0 14.1 8.9 15.6 Cycle Q Clear(g_c),s 6.0 17.1 17.2 5.1 21.3 21.3 14.5 8.9 15.0 14.1 8.9 15.6 Prop In Lane 1.00 0.26 1.00 0.29 1.00 1.00 1.00 1.00 Lane Grp Cap(c),vehlh V/C Ratio(X) 0.62 0.55 0.55 0.48 0.66 0.66 0.84 0.59 0.93 0.82 0.60 0.98 Avail Cap(c_a),veh/h HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 1.00 Uniform Delay(d),s/veh 20.0 23.8 23.8 18.3 25.7 25.8 29.8 39.7 42.2 29.9 40.0 42.8 Incr Delay(d2),s/veh 0.8 1.6 3.1 0.4 2.6 4.9 13.7 2.2 37.0 10.5 2.5 50.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.4 6.8 7.5 2.0 8.5 9.3 7.3 4.0 8.3 6.8 4.0 9.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 20.9 25.4 26.9 18.8 28.3 30.6 43.6 41.9 79.2 40.4 42.5 93.2 LnGrp LOS C C C B C C D D E D D F Approach Vol,vehlh 1306 1465 711 709 Approach Delay,s/veh 25.2 28.1 55.0 59.0 Approach LOS C C D E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 12.1 45.4 22.5 22.0 13.1 44.4 22.2 22.4 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 31.0 18.0 16.0 15.0 31.0 18.0 16.0 Max Q Clear Time(g_c+l1),s 7.1 19.2 16.5 17.6 8.0 23.3 16.1 17.0 Green Ext Time(p-c),s 0.1 3.9 0.1 0.0 0.1 3.4 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 37.0 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th AWSC 04. 2022 Bkgd PM without hooded left Perch Denton 201: N. Bonnie Brae St.&W.Windsor Dr. Mersection Intersection Delay,s/veh13.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r ) tT+ ) tT+ ) tT+ Traffic Vol,veh/h Future Vol,veh/h Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 34 Nu mber of Lanes 0 1 1 1 2 0 1 2 0 1 2 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 3 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 3 3 3 2 HCM Control Delay 11.6 12.5 12.9 14.2 HCM LOS B B B B Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 11% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 31% 89% 0% 0% 100% 51% 0% 100% 77% Vol Right, % 0% 0% 69% 0% 100% 0% 0% 49% 0% 0% 23% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 37 37 13 213 138 LT Vol 0 0 Through Vol 0 213 107 RT Vol 0 31 Lane Flow Rate Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 Degree of Util (X) 0.161 0.272 0.403 0.141 0.207 0.261 0.086 0.081 0.03 0.455 0.287 Departure Headway(Hd) 7.517 7.011 6.526 7.681 6.924 8.14 7.636 7.29 7.575 7.069 6.91 Convergence,Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 521 Service Time 5.256 4.75 4.265 5.424 4.667 5.883 5.38 5.033 5.315 4.809 4.65 HCM Lane V/C Ratio 0.161 0.273 0.403 0.141 0.208 0.261 0.087 0.081 0.03 0.455 0.288 HCM Control Delay 11.7 12.4 13.6 11.7 11.5 13.7 11.1 10.7 10.6 15.6 12.4 HCM Lane LOS B B B B B B B B B C B HCM 95th-tile Q 0.6 1.1 1.9 0.5 0.8 1 0.3 0.3 0.1 2.3 1.2 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 04. 2022 Bkgd PM without hooded left Perch Denton 202:N. Bonnie Brae St.&Church Driveway Intersection Int Delay,s/veh 0.8 Movement WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 N ti` Vii tT Traffic Vol,veh/h 1 0 13 6 0 2 19 495 1 0dm 0 Future Vol,veh/h 1 0 13 6 0 2 19 495 1 0 554 0 Conflicting Peds,#/hr 0 0 0 0 0 0 1 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None Non Storage Length - - - - - 351 - - 100 - - Veh in Median Storage,# - 0 - - 0 llllMWi - Grade, % - 0 - 0 - - 0 - - 0 - Peak Hour Factor 25 92 38 92 92 92 IIIIIIFmm72 25 92 92 44 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flo 4 0 34 7 0 2 41 538 4 0 602 0 Major/Minor Minor2 Minorl Conflicting Flow All 1224 271 602 0 0 542 0 0 Stage 1 602 602 '-W2 622 - Stage 2 351 624 - 301 602 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 214 17'W695 225 178 727 Stage 453 487 - 441 477 - - - - - - - Stage 2 639 476 - 683 487 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 727 971 - Mov Cap-2 Maneu ver 207 170 - 207 171 - - - - - - Stage1 434 487 - 422 457 Stage 2 610 456 - 649 487 - - V &pproach EB WB NB SB LCM Control Delay,s 11.9 19.8 0.6 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 971 - 557 252 1023 HCM Lane V/C Ratio 0.043 0.069 0.035 - HCM Control Delay(s) 8.9 - 11.9 19.8 0 HCM Lane LOS A B C A VCM 95th%tile Q(veh) 0.1 - 0.2 0.1 0 - Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 3 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 04. 2022 Bkgd PM without hooded left Perch Denton 203: N. Bonnie Brae St.&Site Driveway Intersection Int Delay,s/veh 0 Movement NBL NBT SBT SBR Lane Configurations F tt tT Traffic Vol,veh/h 0 0 0 513 554 0 Future Vol,veh/h 0 0 0 513 554 0 Conflicting Peds,#/hr 0 0 _go 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None Storage Length - 0 - Veh in Median Storage,# 0 0 - Grade, % 0 - - 0 0 - Peak Hour FacAL 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flo 0 0 0 558 602 0 Major/Minor Min major2r� Conflicting Flow All - 301 0 - 0 Stage 1 - - Stage 2 - - - Critical Hdwy 6.9� Critical Hdwy Stg 1 - - - Critical Hdwy Stg 2 Follow-u p Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 69 Stage 1 0 - 0 - - - Stage 2 Platoon blocked,% - - - Mov Cap-1 Maneuver - 69 - V Mov Cap-2 Maneu ver - - - Stage 1 Stage 2 - &pproach EB NB SB LCM Control Delay,s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity(veh/h) HCM Lane V/C Ratio HCM Control Delay(s) 0 HCM Lane LOS A VCM 95th%tile Q(veh) Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 4 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 05. 2022 Bkgd+Site AM without hooded left Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ttT+ ) ttT tT tT Traffic Volume(vehlh) 189 198 Future Volume(veh/h) 189 198 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlhlln 1870 Adj Flow Rate,veh/h 205 215 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 1 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 148 356 282 252 Arrive On Green 0.06 0.44 0.44 0.09 0.47 0.47 0.07 0.11 0.11 0.12 0.16 0.16 Sat Flow,veh/h Grp Volume(v),veh/h 205 215 Grp Sat Flow(s),vehlhlln Q Serve(g_s),s 3.7 8.2 8.3 5.7 8.7 8.8 5.0 4.7 5.1 8.8 10.1 12.1 Cycle Q Clear(g_c),s 3.7 8.2 8.3 5.7 8.7 8.8 5.0 4.7 5.1 8.8 10.1 12.1 Prop In Lane 1.00 0.27 1.00 0.34 1.00 0.80 1.00 1.00 Lane Grp Cap(c),veh/h 186 356 282 252 V/C Ratio(X) 0.30 0.31 0.32 0.43 0.32 0.33 0.48 0.48 0.52 0.56 0.73 0.85 Avail Cap(c_a),veh/h 302 360 328 293 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 12.4 16.5 16.5 12.0 15.3 15.3 32.9 38.2 38.4 30.7 36.8 37.6 Incr Delay(d2),s/veh 0.1 0.5 1.0 0.2 0.5 1.0 0.6 0.7 0.8 1.1 5.0 16.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.4 3.1 3.4 2.0 3.1 3.4 2.1 2.0 2.0 3.7 4.6 5.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 12.6 17.0 17.5 12.2 15.8 16.3 33.5 38.9 39.2 31.7 41.8 54.6 LnGrp LOS B B B B B B C D D C D D Approach Vol,vehlh 856 990 304 618 Approach Delay,s/veh 16.5 15.2 37.0 43.0 Approach LOS B B D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 12.8 45.9 12.6 20.6 10.6 48.2 16.8 16.5 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 27.0 11.0 17.0 15.0 27.0 11.0 17.0 Max Q Clear Time(g_c+I1),s 7.7 10.3 7.0 14.1 5.7 10.8 10.8 7.1 Green Ext Time(p-c),s 0.2 2.7 0.0 0.5 0.1 2.8 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 24.2 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th AWSC 05. 2022 Bkgd+Site AM without hooded left Perch Denton 201: N. Bonnie Brae St.&W.Windsor Dr. Ltersecti Intersection Delay,s/veh11.4 Intersection LOS Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations -' if ) Ti ) TI tT Traffic Vol,veh/h 21 59 222 101 26 FT- 47 120 208 13 Future Vol,veh/h Peak Hour Factor 0.92 0.92 0.92 1b.92 0.921 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 23 64 241 110 2811W3 Nu mber of Lanes 0 1 1 1 2 0 1 2 0 1 2 0 Approach EB WB NB "llllllllr SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left NE1111111m. 3 2 3 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 2 HCM Control Delay 11.8 11.7 10.7 11.5 1 B T NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLnlWBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left,% 100% 0% 0% 26% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 38% 74% 0% 0% 100% 74% 0% 100% 84% Vol Right,% 0% 0% 62% 0% 100% 0% 0% 26% 0% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 17 12 7 139 82 LT Vol 47 0 0 21 0 101 0 0 7A 0 0 Through Vol 139 69 RT V 0 W 66 0 222 0 0 3 M0 13 Lane Flow Rate 19 13 8 151 89 Geometry Grp 8 810 8 8 8 8 8 8 8= 8 8 Degree of Util(X) 0.102 0.162 0.2 0.16 0.387 0.225 0.036 0.024 0.015 0.28 0.163 Departure Headway(Hd) 7.192 6.687 6.247 6.607 5.776 7.39 6.888 6.70717.189 6.684 6.573 Convergence,Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap Service Time 4.964 4.459 4.019 4.371 3.539 5.171 4.668 4.487 4.962 4.457 4.345 HCM Lane V/C Ratio 0.103 0.163 0.201 0.161 0.389 0.228 0.037 0.024 0.016 0.282 0.164 HCM Control Delay 10.8 10.8 10.6 10.6 12.2 12.3 9.9 9.7 10.1 12.1 10.6 HCM Lane LOS HCM 95th-tile Q 0.3 0.6 0.7 0.6 1.8 0.9 0.1 0.1 0 1.1 0.6 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 05. 2022 Bkgd+Site AM without hooded left Perch Denton 202:N. Bonnie Brae St.&Church Driveway Intersection Int Delay,s/veh 1.8 Movement WBL W BR NBU NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 h ti ) ti� Traffic Vol,veh/h 1 0 546 75 Future Vol,veh/h 1 0 546 75 Conflicting Peds,#/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free RT Channelized - - None - - None = - None - None Storage Length - - - - - 351 - - 100 - Veh in Median Storage,# - 0 - 0 - Grade, % - 0 - 0 - - - 0 - 0 - Peak Hourator 92 92 62 92 92 70 25 92 75 50 Heavy Vehicles,% Mvmt Flow- 4 0 728 150 Major/Minor Minor2 Minorl M jorl Conflicting Flow All 0 0 327 0 0 Stage 803 803 - 705 705 - - - - - - Stage 2 542 707 - 364 878 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 6.44 4.14 - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.52 2.22 - - 2.22 - Pot Cap-1 Maneuver 85 - - 1229 - - Stage1 343 394 - 393 437 - - Stage 2 492 436 - 627 364 - - - - - - Platoon blocked,% - Mov Cap-1 Maneuver 695 695 1229 - Mov Cap-2 Maneu ver 87 87 - 133 79 - - - Stage 1 249 394 - 286 318 - - - - - Stage 2 357 317 - 598 364 &pproach EB WB NB SB LCM Control Delay,s 11.7 0 4.4 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 695 566 1229 HCM Lane V/C Ratio 0.273 0.046 - HCM Control Delay(s) 12 11.JEW 0 HCM Lane LOS B - B A A VCM 95th%tile O(veh) 0 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 3 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 05. 2022 Bkgd+Site AM without hooded left Perch Denton 203: N. Bonnie Brae St.&Site Driveway Intersection Int Delay,s/veh 1 Movement EBL NBT SBT SBR Lane Configurations tt tip Traffic Vol,veh/h 0 92 0 342 534 30 Future Vol,veh/h 0 92 0 342 534 30 Conflicting Peds,#/hr 0 0 M 0 i 0 Sign Control Stop Stop Free Free Free Free RT Channelized NoneA - None M None Storage Length 0 - - - - Veh in Median Storage,# 0 0 Im - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flo Major/Minor Minor Conflicting Flow All - 307 - 0 - 0 Stage 1 - - Stage 2 - - - - Critical Hdwy 6.9 Critical Hdwy Stg 1 - - - - - Critical Hdwy Stg 2 Follow-u p Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 68 Stage 1 0 - 0 - - - Stage 2 0 Platoon blocked,% - - - Mov Cap-1 Maneuver - 689 - V Mov Cap-2 Maneu ver - - Stage 1 Stage 2 &pproach EB NB SB LCM Control Delay,s 11.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity(veh/h) 689 HCM Lane V/C Ratio 0.145 HCM Control Delay(s) 11.1 HCM Lane LOS B VCM 95th%tile O(veh) 0.5 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 4 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 06. 2022 Bkgd+Site PM without hooded left Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) W. ) ttT+ tT+ tT Traffic Volume(veh/h) 163 245 Future Volume(veh/h) 163 245 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In Adj Flow Rate,veh/h 236 312 177 266 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 249 373 283 252 Arrive On Green 0.09 0.39 0.39 0.07 0.37 0.37 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow,vehlh Grp Volume(v),veh/h 177 266 Grp Sat Flow(s),vehlh/In Q Serve(g_s),s 7.3 17.2 17.3 5.2 22.3 22.3 14.5 10.0 15.0 14.7 9.5 16.2 Cycle Q Clear(g_c),s 7.3 17.2 17.3 5.2 22.3 22.3 14.5 10.0 15.0 14.7 9.5 16.2 Prop In Lane 1.00 0.26 1.00 0.33 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 249 373 283 252 V/C Ratio(X) 0.70 0.55 0.56 0.48 0.69 0.69 0.85 0.66 0.95 0.84 0.63 1.05 Avail Cap(c_a),veh/h 249 394 283 252 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 21.3 24.1 24.1 19.0 27.2 27.2 29.8 40.5 42.6 29.7 40.1 42.9 Incr Delay(d2),s/veh 1.9 1.7 3.2 0.4 3.2 6.0 15.0 4.7 42.7 13.0 3.3 71.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.0 6.9 7.5 2.0 9.0 9.8 7.4 4.6 8.6 7.4 4.3 11.2 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 23.2 25.7 27.2 19.4 30.4 33.2 44.8 45.2 85.3 42.8 43.3 114.7 LnGrp LOS C C C B C C D D F D D F Approach Vol,veh/h 1339 1481 728 755 Approach Delay,s/veh 25.8 30.1 58.0 68.2 Approach LOS C C E E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 12.2 45.0 22.5 22.2 14.4 42.8 22.8 22.0 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 31.0 18.0 16.0 15.0 31.0 18.0 16.0 Max Q Clear Time(g_c+l1),s 7.2 19.3 16.5 18.2 9.3 24.3 16.7 17.0 Green Ext Time(p-c),s 0.1 3.9 0.1 0.0 0.1 3.2 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 40.2 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th AWSC 06. 2022 Bkgd+Site PM without hooded left Perch Denton 201: N. Bonnie Brae St.&W.Windsor Dr. Mersection Intersection Delay,s/veh13.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r ) tT+ ) tT+ ) tT+ Traffic Vol,veh/h 31 Future Vol,veh/h 31 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 34 Nu mber of Lanes 0 1 1 1 2 0 1 2 0 1 2 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 3 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 3 3 3 2 HCM Control Delay 12.1 13.3 13.6 15.3 HCM LOS B B B C Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 11% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 31% 89% 0% 0% 100% 51% 0% 100% 79% Vol Right, % 0% 0% 69% 0% 100% 0% 0% 49% 0% 0% 21% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane LT Vol 0 0 Through Vol 0 227 113 RT Vol 0 0 31 Lane Flow Rate Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 Degree of Util(X) 0.179 0.289 0.431 0.145 0.235 0.293 0.088 0.083 0.03 0.497 0.31 Departure Headway(Hd) 7.713 7.206 6.719 7.884 7.127 8.356 7.851 7.505 7.764 7.258 7.105 Convergence,Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 505 Service Time 5.459 4.953 4.465 5.636 4.878 6.109 5.604 5.257 5.511 5.004 4.852 HCM Lane V/C Ratio 0.181 0.289 0.432 0.145 0.234 0.293 0.09 0.084 0.03 0.494 0.311 HCM Control Delay 12.1 12.9 14.5 12 12.1 14.6 11.4 10.9 10.8 17 13 HCM Lane LOS B B B B B B B B B C B HCM 95th-tile Q 0.6 1.2 2.2 0.5 0.9 1.2 0.3 0.3 0.1 2.7 1.3 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 06. 2022 Bkgd+Site PM without hooded left Perch Denton 202:N. Bonnie Brae St.&Church Driveway Intersection Int Delay,s/veh 1.5 Movement WRI WBT WAN N- BR SBL SBT SBR Lane Configurations 4 4 A 0 ) ti� Traffic Vol,veh/h 1 0 554 99 Future Vol,veh/h 1 0 554 99 Conflicting Peds,#/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free RT Channelized - - None - - None None Storage Length - - - - - 351 - - 100 - - Veh in Median Storage,# - 0 - - 0 - Grade, % - 0 - - 0 - - - 0 - 0 - Peak Hour Factor 25 92 38 92 92 2 25 92 92 44 Heavy Vehicles,% Mvmt Flo 4 0 602 225 Major/Minor Minor2 Minorl Majorl = Major2 Conflicting Flow All 0 0 561 0 0 Stage 1 715 Dr - 769 769 - - - - - M - - - Stage 2 489 771 - 301 827 - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 6.44 4.14 - - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.52 2.22 - - 2.22 - - Pot Cap-1 Maneuver 1AW 12W87 800 - Stage 1 388 433 360 409 - - - - - - - Stage 2 529 408 683 384 -I - - Platoon blocked,% - - - Mov Cap-1 Maneuver 716 515 515 - Mov Cap-2 Maneu ver 118 98 - 139 84 - - - - - - - Stage1 309 433 - 287 326 - - - Stage 2 420 325 - 643 384 - - - &pproach EB WB NB SB LCM Control Delay,s 14.6 26.8 2.2 0 HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) W5 - 415 174 1006 HCM Lane V/C Ratio 0.205 0.092 0.05 - HCM Control Delay(s) 14.6 26.8 0 HCM Lane LOS B - B D A VCM 95th%tile Q(veh) 0 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 3 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 06. 2022 Bkgd+Site PM without hooded left Perch Denton 203: N. Bonnie Brae St.&Site Driveway Intersection Int Delay,s/veh 0.5 Movement EBL BR Lane Configurations ++ Traffic Vol,veh/h 0 59 0 590 554 99 Future Vol,veh/h 0 59 0 590 554 99 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None - None Storage Length 0 - Veh in Median Storage,# 0 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 9?, 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow - 0 641 602 108 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 355 0 - 0 Stage 1 - - - - Stage 2 - Critical Hdwy 6.94 - - - Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - - Follow-u p Hdwy - 3.32 Pot Cap-1 Maneuver 0 641 0 Stage 1 0 - 0 Stage 2 0 - 0 - - Platoon blocked,% Mov Cap-1 Maneuver - 641 - - Mov Cap-2 Maneu ver - - Stage 1 - - i Stage 2 Approach EB NB SB HCM Control Delay,s 11.2 0 0 - HCM LOS B Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity(veh/h) - 641 - - - HCM Lane V/C Ratio - 0.1 - - HCM Control Delay(s) - 11.2 - - - HCM Lane LOS - B - - HCM 95th%tile Q(veh) - 0.3 - - - Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 4 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 07. 2027 Bkgd AM without hooded left Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vii ttT ) ttT Vii tT Vii tT+ Traffic Volume(veh/h) 194 184 Future Volume(veh/h) 194 184 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlhlln Adj Flow Rate,veh/h 211 200 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 150 347 268 239 Arrive On Green 0.06 0.44 0.44 0.09 0.47 0.47 0.08 0.11 0.11 0.12 0.15 0.15 Sat Flow,vehlh Grp Volume(v),veh/h 211 200 Grp Sat Flow(s),veh/hlln Q Serve(g_s),s 3.8 9.4 9.5 6.4 9.7 9.9 5.5 5.1 5.6 8.8 10.5 11.3 Cycle Q Clear(g_c),s 3.8 9.4 9.5 6.4 9.7 9.9 5.5 5.1 5.6 8.8 10.5 11.3 Prop In Lane 1.00 0.27 1.00 0.33 1.00 0.82 1.00 1.00 Lane Grp Cap(c),vehlh 183 347 268 239 V/C Ratio(X) 0.33 0.35 0.35 0.49 0.35 0.36 0.50 0.52 0.57 0.57 0.79 0.84 Avail Cap(c_a),veh/h 301 352 328 293 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 12.7 17.1 17.1 12.3 15.6 15.6 32.7 38.5 38.7 30.9 37.7 38.0 Incr Delay(d2),s/veh 0.2 0.6 1.2 0.3 0.6 1.2 0.6 0.8 1.0 1.3 7.9 13.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.4 3.5 3.9 2.2 3.5 3.8 2.3 2.2 2.2 3.7 5.0 5.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 12.9 17.7 18.4 12.6 16.2 16.8 33.3 39.3 39.7 32.2 45.6 51.7 LnGrp LOS B B B B B B C D D C D D Approach Vol,veh/h 937 1091 331 608 Approach Delay,s/veh 17.2 15.6 37.2 43.2 Approach LOS B B D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.5 45.4 13.2 19.9 10.8 48.1 16.8 16.3 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 27.0 11.0 17.0 15.0 27.0 11.0 17.0 Max Q Clear Time(g_c+I1),s 8.4 11.5 7.5 13.3 5.8 11.9 10.8 7.6 Green Ext Time(p-c),s 0.2 2.9 0.0 0.6 0.1 3.0 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 24.2 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th AWSC 07. 2027 Bkgd AM without hooded left Perch Denton 201: N. Bonnie Brae St.&W.Windsor Dr. Intersection Intersection Delay,s/veh11.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r ) +T ) tT+ ) tT+ Traffic Vol,veh/h Future Vol,veh/h Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow Nu mber of Lanes 0 1 1 1 2 0 1 2 0 1 2 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 3 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 3 3 3 2 HCM Control Delay 12.5 12.1 11 12 HCM LOS B B B B Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 27% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 39% 73% 0% 0% 100% 71% 0% 100% 83% Vol Right, % 0% 0% 61% 0% 100% 0% 0% 29% 0% 0% 17% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 19 14 7 149 90 LT Vol 42 0 0 24 0 108 0 0 7N 0 0 Through Vol 0 149 75 RT Vol 0 0 63 0 242 0 0 4 0 IV 0 15 Lane Flow Rate 21 15 8 162 97 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 Degree of Util(X) 0.094 0.171 0.203 0.182 0.43 0.246 0.041 0.028 0.016 0.308 0.182 Departure Headway(Hd) 7.402 6.897 6.468 6.715 5.882 7.55 7.047 6.84 7.341 6.835 6.717 Convergence,Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 530 Service Time 5.191 4.685 4.256 4.492 3.659 5.346 4.843 4.637 5.129 4.623 4.505 HCM Lane V/C Ratio 0.096 0.172 0.205 0.185 0.433 0.247 0.042 0.029 0.016 0.31 0.183 HCM Control Delay 11 11.1 10.9 11 13.1 12.8 10.1 9.8 10.2 12.7 11 HCM Lane LOS B B B B B B B A B B B HCM 95th-tile Q 0.3 0.6 0.8 0.7 2.2 1 0.1 0.1 0 1.3 0.7 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 07. 2027 Bkgd AM without hooded left Perch Denton 202:N. Bonnie Brae St.&Church Driveway Intersection Int Delay,s/veh 1.7 Movement WBL WBT W NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 N ti( ) ti Traffic Vol,veh/h 0 0 17 0 0 0 108 220 mmolow 0 592 84 Future Vol,veh/h 0 0 17 0 0 0 Conflicting Peds,#/hr 0 0 0 0 0 ML__ 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - Non nI. �- None Storage Length - - - - - 351 - - 100 - - Veh in Median Storage,# - 0 - - 0 Grade, % - 0 - 0 - - 0 - - 0 - Peak Hour 92 92 62 92 92 92 70 25 92 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flo 0 0 27 0 0 0 Major/Minor Minor2 Minor1 MMI Conflicting Flow All 1651 159 957 0 0 318 0 0 Stage 1 873 873 - 694 694 - - - - Stage 2 535 696 - 395 957 - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 Pot Cap-1 Maneuver 858 - 1239 Stage 311 366 - 399 442 - Stage 2 497 441 - 602 334 - - - - Platoon blocked,% - - Mov Cap-1 Maneuver - 1239 Mov Cap-2 Maneu ver 79 81 - 128 72 Stage 229 366 - 293 325 - - Stage 2 365 324 - 571 334 &pproach EB WB NB SB LCM Control Delay,s 12.1 0 4.4 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) &"b - - 533 1239 HCM Lane V/C Ratio 0.265 - - 0.051 - HCM Control Delay(s) _J110M - 12.1EW 0 HCM Lane LOS B - B A A VCM 95th%tile O(veh) 0.� 0 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 3 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 07. 2027 Bkgd AM without hooded left Perch Denton 203: N. Bonnie Brae St.&Site Driveway Intersection Int Delay,s/veh 0 Movement NBL NBT SBT SBR Lane Configurations ++ tT+ Traffic Vol,veh/h 0 0 0 328 592 0 Future Vol,veh/h 0 0 0 328 592 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None Storage Length - 0 - Veh in Median Storage,# 0 0 - Grade, % 0 - 0 0 - Peak Hour Fag& 92 ' 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow- 0 0 0 357 643 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 322 0 0 Stage 1 Stage 2 - - - Critical Hdwy 6.9� Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - Follow-u p Hdwy - 3.32 - Pot Cap-1 Maneuver Stage 1 0 - 0 - - Stage 2 - Platoon blocked,% - - - Mov Cap-1 Maneuver - 674 - Mov Cap-2 Maneu ver - - Stage 1 Stage 2 &pproach EB NB SB LCM Control Delay,s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity(veh/h) HCM Lane V/C Ratio HCM Control Delay(s) 0 HCM Lane LOS A VCM 95th%tile Q(veh) Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 4 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 08. 2027 Bkgd PM without hooded left Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ttT+ ) ttT+ tT* tT Traffic Volume(veh/h) 241 305 171 249 Future Volume(veh/h) 241 305 171 249 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlhlln Adj Flow Rate,veh/h 262 332 186 271 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 253 379 279 249 Arrive On Green 0.09 0.37 0.37 0.08 0.36 0.36 0.18 0.16 0.16 0.17 0.16 0.16 Sat Flow,veh/h Grp Volume(v),veh/h 186 271 Grp Sat Flow(s),vehlh/In Q Serve(g_s),s 6.9 20.3 20.3 5.8 25.5 25.5 16.0 10.1 16.3 15.7 10.1 16.0 Cycle Q Clear(g_c),s 6.9 20.3 20.3 5.8 25.5 25.5 16.0 10.1 16.3 15.7 10.1 16.0 Prop In Lane 1.00 0.26 1.00 0.29 1.00 1.00 1.00 1.00 Lane Grp Cap(c),vehlh 253 379 279 249 V/C Ratio(X) 0.73 0.64 0.64 0.58 0.78 0.78 0.88 0.66 1.03 0.88 0.67 1.09 Avail Cap(c_a),vehlh 253 385 279 249 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 22.8 26.3 26.3 20.5 28.8 28.8 29.3 40.2 42.8 29.4 40.5 43.0 Incr Delay(d2),s/veh 2.2 2.5 4.7 0.7 4.8 8.9 19.8 4.4 65.5 18.7 4.9 83.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.8 8.2 9.1 2.3 10.5 11.7 8.6 4.6 10.8 8.3 4.6 11.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 25.0 28.8 31.1 21.2 33.6 37.7 49.0 44.6 108.4 48.1 45.4 126.2 LnGrp LOS C C C C C D D D F D D F Approach Vol,vehlh 1448 1622 788 789 Approach Delay,s/veh 29.0 33.6 67.7 74.3 Approach LOS C C E E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 12.8 43.2 24.0 22.0 14.0 42.0 23.7 22.3 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 31.0 18.0 16.0 15.0 31.0 18.0 16.0 Max Q Clear Time(g_c+l1),s 7.8 22.3 18.0 18.0 8.9 27.5 17.7 18.3 Green Ext Time(p-c),s 0.1 3.7 0.0 0.0 0.1 2.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 44.9 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th AWSC 08. 2027 Bkgd PM without hooded left Perch Denton 201: N. Bonnie Brae St.&W.Windsor Dr. Mersection Intersection Delay,s/veh14.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r ) tT ) tl+ ) tT Traffic Vol,veh/h 34 Future Vol,veh/h 34 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 37 Nu mber of Lanes 0 1 1 1 2 0 1 2 0 1 2 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 3 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 3 3 3 2 HCM Control Delay 12.5 13.6 14.5 16.4 HCM LOS B B B C Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 12% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 32% 88% 0% 0% 100% 51% 0% 100% 78% Vol Right,% 0% 0% 68% 0% 100% 0% 0% 49% 0% 0% 22% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane LT Vol 0 0 Through Vol 0 237 118 RT Vol 0 0 34 Lane Flow Rate Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 Degree of Util(X) 0.188 0.319 0.472 0.166 0.244 0.306 0.101 0.095 0.036 0.533 0.336 Departure Headway(Hd) 7.901 7.394 6.908 8.108 7.349 8.587 8.082 7.734 7.965 7.458 7.299 Convergence,Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 492 Service Time 5.655 5.148 4.662 5.869 5.11 6.352 5.846 5.498 5.719 5.212 5.053 HCM Lane V/C Ratio 0.189 0.32 0.471 0.167 0.246 0.306 0.102 0.095 0.036 0.531 0.337 HCM Control Delay 12.5 13.6 15.7 12.5 12.5 15.1 11.8 11.3 11 18.5 13.7 HCM Lane LOS B B C B B C B B B C B HCM 95th-tile Q 0.7 1.4 2.5 0.6 0.9 1.3 0.3 0.3 0.1 3.1 1.5 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 08. 2027 Bkgd PM without hooded left Perch Denton 202:N. Bonnie Brae St.&Church Driveway Intersection Int Delay,s/veh 0.9 Movement WBL WBT WB�NBL NB-BR SBL SBT SBR Lane Configurations #4 #4 A 0 1 +1 Traffic Vol,veh/h 2 0 14 7 0 2 21 548 1 0 614 0 Future Vol,veh/h 2 0 14 7 0 2 21 548 1 0 614 0 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None. - Non Storage Length - - - - - 351 - - 100 - - Veh in Median Storage,# - 0 - - 0 llllMWi - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hourjktor 25 92 38 92 92 92 2 25 92 92 44 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flo 0 37 8 0 2 46 596 4 0 667 0 Major/Minor rmmm7irnorl Conflicting Flow All 1357 300 667 0 0 600 0 0 Stage 1 �7 - 690 690 - Stage 2 390 692 - 334 667 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 696 919 - Stage 1 414 455 - 401 444 - - - - - - Stage 2 606 443 - 653 455 - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 696 919 - Mov Cap-2 Maneu ver 172 140 - 173 141 - - - - Stage 1 393 455 381 422 - - Stage 2 574 421 - 617 455 - - &pproach EB WB NB SB LCM Control Delay,s 14.1 23.2 0.6 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 919 - 439 208 973 HCM Lane V/C Ratio 0.05 0.102 0.047 - HCM Control Delay(s) 9.1 14. 3.2 0 HCM Lane LOS A B C A VCM 95th%tile Q(veh) 0.2 - 0.3 0.1 0 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 3 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 08. 2027 Bkgd PM without hooded left Perch Denton 203: N. Bonnie Brae St.&Site Driveway Intersection Int Delay,s/veh 0 Movement KINK NBT SBT SBR Lane Configurations r Tt tT. Traffic Vol,veh/h 0 0 0 569 614 0 Future Vol,veh/h 0 0 0 569 614 0 Conflicting Peds,#/hr 0 0 _ 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None Storage Length - 0 - Veh in Median Storage,# 0 0 0 - Grade, % 0 - - 0 0 - Peak Hour FacAL 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flo 0 0 0 618 667 0 Major/Minor Minor Conflicting Flow All - 334 - 0 - 0 Stage 1 - Stage 2 - - - - - Critical Hdwy 6.9 - Critical Hdwy Stg 1 - - - - - Critical Hdwy Stg 2 Follow-u p Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 66 Stage 1 0 - 0 - - - Stage 2 Platoon blocked,% - - - Mov Cap-1 Maneuver - 662 - Mov Cap-2 Maneu ver - - - Stage 1 - Stage 2 - - &pproach EB NB SB LCM Control Delay,s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity(veh/h) HCM Lane V/C Ratio HCM Control Delay(s) 0 HCM Lane LOS A VCM 95th%tile Q(veh) Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 4 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 09. 2027 Bkgd+Site AM without hooded left Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vii ttT+ ) ttT Vii tT tT Traffic Volume(vehlh) 208 216 Future Volume(veh/h) 208 216 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1870 Adj Flow Rate,veh/h 226 235 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 1 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 167 370 302 269 Arrive On Green 0.07 0.42 0.42 0.10 0.45 0.45 0.08 0.13 0.13 0.12 0.17 0.17 Sat Flow,vehlh Grp Volume(v),vehlh 226 235 Grp Sat Flow(s),vehlh/In Q Serve(g_s),s 4.3 9.7 9.8 6.6 10.3 10.4 5.4 5.1 5.6 9.6 11.1 13.3 Cycle Q Clear(g_c),s 4.3 9.7 9.8 6.6 10.3 10.4 5.4 5.1 5.6 9.6 11.1 13.3 Prop In Lane 1.00 0.27 1.00 0.34 1.00 0.80 1.00 1.00 Lane Grp Cap(c),vehlh 209 370 302 269 V/C Ratio(X) 0.36 0.37 0.37 0.50 0.38 0.38 0.51 0.47 0.51 0.59 0.75 0.87 Avail Cap(c_a),vehlh 302 370 328 293 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 13.7 18.4 18.4 13.3 17.0 17.0 31.7 37.2 37.4 29.9 36.3 37.2 Incr Delay(d2),s/veh 0.2 0.7 1.4 0.3 0.7 1.4 0.6 0.6 0.7 1.6 7.1 21.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.6 3.7 4.1 2.4 3.8 4.1 2.3 2.2 2.2 4.1 5.2 6.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 13.9 19.1 19.8 13.6 17.7 18.4 32.4 37.8 38.1 31.5 43.4 58.4 LnGrp LOS B B B B B B C D D C D E Approach Vol,vehlh 947 1096 336 678 Approach Delay,s/veh 18.5 17.0 35.9 44.8 Approach LOS B B D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.7 43.5 13.1 21.6 11.3 46.0 17.0 17.8 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 27.0 11.0 17.0 15.0 27.0 11.0 17.0 Max Q Clear Time(g_c+11),s 8.6 11.8 7.4 15.3 6.3 12.4 11.6 7.6 Green Ext Time(p-c),s 0.2 2.9 0.0 0.3 0.1 3.0 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 25.7 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th AWSC 09. 2027 Bkgd+Site AM without hooded left Perch Denton 201: N. Bonnie Brae St.&W.Windsor Dr. Ltersectio{# Intersection Delay,s/veh12.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 if ) Ti ) tT+ tT+ Traffic Vol,veh/h 24 66 245 111 29 51 132 '230 15 Future Vol,veh/h Peak Hour Factor 0.92 0.92 0.92 1b.92 0.921 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow- 26 72 266 121 AM Nu mber of Lanes 0 1 1 1 2 0 1 2 0 1 2 0 Approach EB WB MpRow- NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 00&. 3 2 3 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 3 2 HCM Control Delay 13.1 12.6 11.4 12.4 W 'll=� B B T NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left,% 100% 0% 0% 27% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 38% 73%' 0% 0% 100% 71% 0% 100% 84% Vol Right,% 0% 0% 62% 0% 100% 0% 0% 29% 0% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 19 14 7 153 92 LT Vow 51 0 0 24 0 111 ` 0 7JE 0 0 Through Vol 0 153 77 RT V §FMIIW 15 Lane Flow Rate 21 15 8 167 100 Geometry Grp IV 8 8 8 8 8 8 8 8 8 = 8 8 Degree of Util (X) 0.117 0.188 0.234 0.189 0.453 0.262 0.043 0.029 0.016 0.328 0.193 Departure Headway(Hd) 7.578 7.072 6.63 6.952 6.119 7.807 7.303 7.097 7.589 7.082 6.966 Convergence,Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 461 490 504 1 47311VO 517= Service Time 5.318 4.811 4.369 4.665 3.832 5.549 5.045 4.839 5.307 4.8 4.684 HCM Lane V/C Ratio 0.116 0.189 0.234 0.189 0.45 0.262 0.043 0.03 0.017 0.327 0.193 HCM Control Delay 11.3 11.5 11.4 11.3 13.8 13.3 10.4 10.1 10.4 13.2 11.3 HCM Lane M B HCM 95th-tile Q 0.4 0.7 0.9 0.7 2.3 1 0.1 0.1 0 1.4 0.7 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 09. 2027 Bkgd+Site AM without hooded left Perch Denton 202: N. Bonnie Brae St. &Church Driveway Intersection A Int Delay, s/veh 2 Movement BL NBTIBR SBL SBT SBR Lane Configurations 4 4 A 0 ) +T Traffic Vol,veh/h 1 0 604 84 Future Vol,veh/h 1 0 604 84 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 —2m 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free RT Channelized - - None - - None = - None None Storage Length - - - - - 351 - - 100 - - Veh in Median Storage,# - 0 - - 0 - - Grade, % - 0 - 0 - 0 - 0 - Peak HourAktor W 70 25 92 75 50 Heavy Vehicles,% Mvmt Flo 4 0 805 168 Major/Minor Minor2 MMinorl majorl Conflicting Flow All 0 0 358 0 0 Stage 889 889 - dL774 774 - - - - - Stage 2 595 776 - 403 973 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 6.44 4.14 - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - - Critical Hdwy Stg 2 6.54 5.54 A�4 5.54 - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.52 2.22 - - 2.22 - - Pot Cap-1 Maneu verW 346 704 Stage 304 360 - 357 406 - - - - - - - - Stage 2 458 406 - 595 329 - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 638 638 - Mov Cap-2 Maneuver 65 65 - 103 57 - - - - - - Stage1 205 360 240 273 - Stage 2 308 273 564 329 - &pproach EB WB NB SB LCM Control Delay,s 12.2 0 4.9 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 638 526 1197 HCM Lane V/C Ratio 0.328 0.052 - HCM Control Delay(s) 13 - - 12.2 0 0 HCM Lane LOS B - B A A VCM 95th%tile O(veh) 0 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 3 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 09. 2027 Bkgd+Site AM without hooded left Perch Denton 203: N. Bonnie Brae St.&Site Driveway Intersection Int Delay,s/veh 1 Movement EBL NBT SBT SBR Lane Configurations tt tT+ Traffic Vol,veh/h 0 92 0 374 592 30 Future Vol,veh/h 0 92 0 374 592 30 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None Storage Length - 0 - Veh in Median Storage,# 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 92 77w 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flo Major/Minor Minor Conflicting Flow All 338 - 0 - 0 Stage 1 - - - - Stage 2 - - - Critical Hdwy 6.9 - Critical Hdwy Stg 1 - - - - - Critical Hdwy Stg 2 Follow-u p Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 65 Stage 1 0 - 0 - - - Stage 2 Platoon blocked,% - - - Mov Cap-1 Maneuver - 658 - IF Mov Cap-2 Maneu ver - - Stage 1 Stage 2 &pproach EB NB SB LCM Control Delay,s 11.4 0 0 HCM LOS B Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity(veh/h) 658 HCM Lane V/C Ratio 0.152 HCM Control Delay(s) 11.4 HCM Lane LOS B VCM 95th%tile O(veh) 0.5 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 4 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 10. 2027 Bkgd+Site PM without hooded left Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT QRP Lane Configurations ) ttiF ) ttT +T tT Traffic Volume(veh/h) 241 317 179�9 Future Volume(veh/h) 241 317 179 269 Initial Q(Qb),veh 0 0 0 0 0Eft.. 0 0 0 0 M0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj W 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In Adj Flow Rate,veh/h 262 345 195 292 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 249 385 279 249 Arrive On Green 0.10 0.37 0.37 0.08 0.35 0.35 0.18 0.16 0.16 0.18 0.16 0.16 Sat Flow,veh/h Grp Volume(v),veh/h 195 292 Grp Sat Flow(s),veh/h/In Q Serve(g_s),s 8.2 20.3 20.3 5.9 26.4 26.4 16.0 11.1 16.0 16.3 10.6 16.0 Cycle Q Clear(g_c),s 8.2 20.3 20.3 5.9 26.4 26.4 16.0 11.1 16.0 16.3 10.6 16.0 Prop In Lane 1.00 0.26 1.00 0.32 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 249 385 279 249 V/C Ratio(X) 0.80 0.65 0.65 0.57 0.81 0.81 0.88 0.73 1.05 0.90 0.70 1.17 Avail Cap(c_a),veh/h HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)AM 1.001 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 1.00 Uniform Delay(d),s/veh 23.2 26.4 26.4 20.9 30.1 30.1 29.3 40.9 43.0 29.4 40.7 43.0 Incr Delay(d2),s/veh 2.6 4.8 0.7 6.2 11.2 19.8 71.9 22.2 6.4 112.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln Ap" 8.2 9.1 2.3 11.1 12.4 8.6 11.0 9.0 5.0 13.8 Unsig.Movement Delay,s/veh LnGrp Delay(d),s/veh 30.4 29.0 31.2 21.6 36.3 41.4 49.0 49.1 114.9 51.5 47.1 155.1 LnGrp LOS C C C C D D D D F D D F Approach Vol,veh/h 1479 1638 804 832 Approach Delay,s/veh 29.9 36.4 70.5 86.8 Approach LOS C D E F Timer-Assigned Phs 1 2 3 4 5 6E 7 Phs Duration(G+Y+Rc),s 13.0 43.0 24.0 22.0 15.3 40.7 24.0 22.0 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 31.0 18.0 16.0 15.0 31.0 18.0 16.0 Max Q Clear Time(g_c+I1),s 7.9 22.3 18.0 18.0 10.2 28.4 18.3 18.0 Green Ext Time(p-c),s 0.1 3.6 0.0 0.0 0.1 1.6 0.0 0.0 Intersection Summary LCM 6th Ctrl Delay 49.0 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th AWSC 10. 2027 Bkgd+Site PM without hooded left Perch Denton 201: N. Bonnie Brae St.&W.Windsor Dr. Mersection Intersection Delay,s/veh15.7 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r ) tT+ ) +T ) tT Traffic Vol,veh/h 34 Future Vol,veh/h 34 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 37 Nu mber of Lanes 0 1 1 1 2 0 1 2 0 1 2 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 3 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 3 3 3 2 HCM Control Delay 13.1 14.4 15.3 17.9 HCM LOS B B C C Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 12% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 31% 88% 0% 0% 100% 51% 0% 100% 79% Vol Right, % 0% 0% 69% 0% 100% 0% 0% 49% 0% 0% 21% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane LT Vol 0 0 Through Vol 0 250 125 RT Vol 0 0 34 Lane Flow Rate Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 Degree of Util (X) 0.208 0.335 0.502 0.171 0.274 0.338 0.104 0.098 0.037 0.577 0.36 Departure Headway(Hd) 8.098 7.59 7.101 8.309 7.55 8.805 8.3 7.951 8.152 7.644 7.492 Convergence,Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 479 Service Time 5.868 5.36 4.87 6.085 5.326 6.585 6.079 5.731 5.923 5.415 5.263 HCM Lane V/C Ratio 0.208 0.336 0.502 0.172 0.275 0.339 0.105 0.098 0.037 0.579 0.361 HCM Control Delay 13 14.2 16.9 12.8 13.2 16.1 12 11.6 11.2 20.4 14.5 HCM Lane LOS B B C B B C B B B C B HCM 95th-tile Q 0.8 1.5 2.8 0.6 1.1 1.5 0.3 0.3 0.1 3.6 1.6 Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 10. 2027 Bkgd+Site PM without hooded left Perch Denton 202:N. Bonnie Brae St.&Church Driveway Intersection Int Delay,s/veh 1.7 Movement R WBL WBT BL NBT NBR SBL SBT SBR Lane Configurations #4 4 A +T ) ti� Traffic Vol,veh/h 1 �14 99 Future Vol,veh/h 1 0 614 99 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free RT Channelized - - None - - Non L - None None Storage Length - - - - - 351 - - 100 - - Veh in Median Storage,# - 0 - 0 - - Grade, % - 0 - 0 - - - 0 - 0 - Peak Hour Factor IF46 92 25 92 92 44 Heavy Vehicles,% Mvmt Flo 4 0 667 225 Major/Minor Minor2 Minorl T Majorl - Conflicting Flow All 0 0 619 0 0 &e1 780 780 - 837 837 - - - - - - - Stage 2 528 839 - 334 892 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 6.44 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - - Critical Hdwy Stg 2 6.54 5.544 5.54 - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.52 2.22 - - 2.22 - - Pot Cap-1 Maneuver 11W10IW60-W48 87 686Wd89 Stage 354 404 327 380 - - - - - Stage 2 502 379 653 358 - Platoon blocked,% - - Mov Cap-1 Maneuver 478 478 - Mov Cap-2 Maneu ver 96 79 - 114 67 - - - - - - Stage1 273 404 - 252 293 - - - Stage 2 385 292 - 610 358 - - - Ipproach EB WB NB SB LCM Control Delay,s 19 32.6 2.2 0 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 478 - 301 140 957 HCM Lane V/C Ratio 0.23 0.149 0.07 - HCM Control Delay(s) 14.8 AIL 19 32.6 0 HCM Lane LOS B - - C D A VCM 95th%tile Q(veh) - 0.5 0.2 0 - Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 3 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 10. 2027 Bkgd+Site PM without hooded left Perch Denton 203: N. Bonnie Brae St.&Site Driveway Intersection Int Delay,s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t+ +T* Traffic Vol,veh/h 0 59 0 646 614 99 Future Vol,veh/h 0 59 0 646 614 99 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None - None Storage Length 0 - Veh in Median Storage,# 0 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 92 921V 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All 388 0 - 0 Stage 1 - - - - Stage 2 - Critical Hdwy 6.94 - - - Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - - Follow-u p Hdwy - 3.32 - Pot Cap-1 Maneuver 0 611 0 Stage 1 0 - 0 Stage 2 0 - 0 - - Platoon blocked,% Mov Cap-1 Maneuver - 611 - - Mov Cap-2 Maneu ver - - - Stage 1 - - i Stage 2 Approach EB NB SB HCM Control Delay,s 11.6 0 0 - HCM LOS B Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity(veh/h) - 611 - - - HCM Lane V/C Ratio - 0.105 - - HCM Control Delay(s) - 11.6 - - - HCM Lane LOS - B - - HCM 95th%tile Q(veh) - 0.3 - - - Bonnie Brae MF 3.15.21 -without hooded Ieft.syn.RB 03/15/2021 Synchro 11 Report Page 4 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 11. 2022 Bkgd+Site AM with hooded left Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) W. ) ttT+ +T+ tT+ Traffic Volume(veh/h) 189 198 Future Volume(veh/h) 189 198 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/hlln Adj Flow Rate,veh/h 205 215 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 148 356 282 252 Arrive On Green 0.06 0.44 0.44 0.09 0.47 0.47 0.07 0.11 0.11 0.12 0.16 0.16 Sat Flow,veh/h Grp Volume(v),veh/h 205 215 Grp Sat Flow(s),vehlhlln Q Serve(g_s),s 3.7 8.2 8.3 5.7 8.7 8.8 5.0 4.7 5.1 8.8 10.1 12.1 Cycle Q Clear(g_c),s 3.7 8.2 8.3 5.7 8.7 8.8 5.0 4.7 5.1 8.8 10.1 12.1 Prop In Lane 1.00 0.27 1.00 0.34 1.00 0.80 1.00 1.00 Lane Grp Cap(c),vehlh 186 356 282 252 V/C Ratio(X) 0.30 0.31 0.32 0.43 0.32 0.33 0.48 0.48 0.52 0.56 0.73 0.85 Avail Cap(c_a),veh/h 302 360 328 293 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 12.4 16.5 16.5 12.0 15.3 15.3 32.9 38.2 38.4 30.7 36.8 37.6 Incr Delay(d2),slveh 0.1 0.5 1.0 0.2 0.5 1.0 0.6 0.7 0.8 1.1 5.0 16.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 1.4 3.1 3.4 2.0 3.1 3.4 2.1 2.0 2.0 3.7 4.6 5.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),slveh 12.6 17.0 17.5 12.2 15.8 16.3 33.5 38.9 39.2 31.7 41.8 54.6 LnGrp LOS B B B B B B C D D C D D Approach Vol,vehlh 856 990 304 618 Approach Delay,s/veh 16.5 15.2 37.0 43.0 Approach LOS B B D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 12.8 45.9 12.6 20.6 10.6 48.2 16.8 16.5 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 27.0 11.0 17.0 15.0 27.0 11.0 17.0 Max Q Clear Time(g_c+ll),s 7.7 10.3 7.0 14.1 5.7 10.8 10.8 7.1 Green Ext Time(p-c),s 0.2 2.7 0.0 0.5 0.1 2.8 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 24.2 HCM 6th LOS C Notes Al User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th AWSC 11. 2022 Bkgd+Site AM with hooded left Perch Denton 201: N. Bonnie Brae St. &W.Windsor Dr. Ltersecti Intersection Delay,s/veh11.4 Intersection LOS Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 if ) Ti ) TI tT Traffic Vol,veh/h 47 120 3 Future Vol,veh/h Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow Number of Lanes 0 1 1 1 2 0 1 2 0 1 2 0 Approach EB 'qw WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left ff� 3 2 3 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 2 HCM Control Delay 11.8 11.7 10.7 11.5 B Fne� T NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLnlWBLn2WBLn3 SBLn1 SBLn2 SBLn Vol Left,% 100% 0% 0% 26% 0% 100% 0% 0% 100% 0% 0% Vol Thru,% 0% 100% 38% 74% 0% 0% 100% 74%, 0% 100% 84% Vol Right,% 0% 0% 62% 0% 100% 0% 0% 26% 0% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 17 12 7 139 82 LT Vol 47 0 0 21 0 101 0 0 7A 0 0 Through Vol 139 69 RT Vol 1jjjjjVrwr 0 jS 66 0 222 0 0 3 M0 13 Lane Flow Rate 19 13 8 151 89 Geometry Grp nr� 8 8O 8 8 8 8 8 8 8= 8 8 Degree of Util (X) 0.102 0.162 0.2 0.16 0.387 0.225 0.036 0.024 0.015 0.28 0.163 Departure Headway(Hd) 7.192 6.687 6.247 6.607 5.776 7.39 6.888 6.707 F.189 6.684 6.573 Convergence,Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap Service Time 4.964 4.459 4.019 4.371 3.539 5.171 4.668 4.487 4.962 4.457 4.345 HCM Lane V/C Ratio 0.103 0.163 0.201 0.161 0.389 0.228 0.037 0.024 0.016 0.282 0.164 HCM Control Delay 10.8 10.8 10.6 10.6 12.2 12.3 9.9 9.7 10.1 12.1 10.6 HCM Lane LOS HCM 95th-tile Q 0.3 0.6 0.7 0.6 1.8 0.9 0.1 0.1 0 1.1 0.6 Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 11. 2022 Bkgd+Site AM with hooded left Perch Denton 202: N. Bonnie Brae St.&Church Driveway Intersection Int Delay,s/veh 1.6 Movement NBL NBT NBR SBL SBT SBR Lane Configurations 4 N ti` ) tip Traffic Vol,veh/h dow0 = 0 97 226 1 0 546 75 Future Vol,veh/h 0 0 16 0 0 0 97 226 1 0 546 75 Conflicting Ped s,#/ 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None - - - None Storage Length - - - - - 351 - 100 - - Veh in Median Storage,# '-w-0 - 0 0 0 Grade, % - 0 - 0 - - 0 - 0 - Peak Hour 92 92 62 92 92 70 92 92 75 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flo 0 0 26 0 0 0 Major/Minor Minor2 Minorl Majorl Conflicting Flow All 1542 162 878 0 0 324 0 0 Stage 1 803 803 - 664 664 - - - -jillk - - Stage 2 502 664 - 364 878 - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 i 4.14 Critical Hd wy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hd wy Stq 2 .54IR 4 - 6.5 .54 Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 Pot Cap-1 Maneuver 118 121W566 188 T4 854 - 1233 Stage 343 394 416 456 - Stage 2 520 456 - 627 364 - - Platoon blocked, % Mov Cap-1 Maneuver 765 1233 - Mov Cap-2 Maneuver 98 99 - 149 89 - - - Stage 1 �7 394 324 355 - - - - Stage 2 404 355 - 598 364 - &pproach EB WB NB SB LCM Control Delay,s 11.7 0 3.8 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 765 566 1233 HCM Lane V/C Ratio 0.222 0.046 - HCM Control Delay(s) 11 11� 0 HCM Lane LOS B - B A A VCM 95th%tile O(veh) 0.8 0 Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 3 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 11. 2022 Bkgd+Site AM with hooded left Perch Denton 203: N. Bonnie Brae St.&Site Driveway Intersection Int Delay,s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r *Tt tT Traffic Vol,vehlh Future Vol,veh/h Conflicting Peds,#/hr 0 0 0 10M 0 Sign Control Stop Stop Free Free Free Free RT Channelized No� None Storage Length - 0 - - - Veh in Median Storage,# 0 - Grade, % 0 - 0 0 - Peak Hour Fac& 92 92 W 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flo Major/Minor Minor2 Majorl Major Conflicting Flow All 297 593 0 - 0 Stage 1 - - - - - Stage 2 - - Critical Hdwy 6.94 4.14 Critical Hdvy Stg 1 - - - - - Critical Hdwy Stg 2 Follow-up Hdwy - 3.32 2.22 - - - Pot Cap-1 Maneuver 0 69 Stage 1 0 - - - - - Stage 2 0 Platoon blocked, % - - Mov Cap-1 Maneuver - 69 - Mov Cap-2 Maneuver - - - - Stage 1 Stage 2 - - &pproach EB NB SB LCM Control Delay,s 11 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 979 699 HCM Lane V/C Ratio 0.02 0.143 HCM Control Delay(s) 8.8 0.1 11 - HCM Lane LOS A A B VCM 95th%tile Q(veh) 0.1 - 0.5 Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 4 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 12. 2022 Bkgd+Site PM with hooded left Denton Perch 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) W. ) ttT tT tT Traffic Volume(vehlh) 163 245 Future Volume(veh/h) 163 245 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In Adj Flow Rate,veh/h 236 312 177 266 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 249 373 283 252 Arrive On Green 0.09 0.39 0.39 0.07 0.37 0.37 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow,veh/h Grp Volume(v),vehlh 177 266 Grp Sat Flow(s),veh/hlln Q Serve(g_s),s 7.3 17.2 17.3 5.2 22.3 22.3 14.5 10.0 15.0 14.7 9.5 16.2 Cycle Q Clear(g_c),s 7.3 17.2 17.3 5.2 22.3 22.3 14.5 10.0 15.0 14.7 9.5 16.2 Prop In Lane 1.00 0.26 1.00 0.33 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 249 373 283 252 V/C Ratio(X) 0.70 0.55 0.56 0.48 0.69 0.69 0.85 0.66 0.95 0.84 0.63 1.05 Avail Cap(c_a),veh/h 249 394 283 252 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 21.3 24.1 24.1 19.0 27.2 27.2 29.8 40.5 42.6 29.7 40.1 42.9 Incr Delay(d2),s/veh 1.9 1.7 3.2 0.4 3.2 6.0 15.0 4.7 42.7 13.0 3.3 71.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 3.0 6.9 7.5 2.0 9.0 9.8 7.4 4.6 8.6 7.4 4.3 11.2 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 23.2 25.7 27.2 19.4 30.4 33.2 44.8 45.2 85.3 42.8 43.3 114.7 LnGrp LOS C C C B C C D D F D D F Approach Vol,vehlh 1339 1481 728 755 Approach Delay,s/veh 25.8 30.1 58.0 68.2 Approach LOS C C E E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 12.2 45.0 22.5 22.2 14.4 42.8 22.8 22.0 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 31.0 18.0 16.0 15.0 31.0 18.0 16.0 Max Q Clear Time(g_c+l1),s 7.2 19.3 16.5 18.2 9.3 24.3 16.7 17.0 Green Ext Time(p-c),s 0.1 3.9 0.1 0.0 0.1 3.2 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 40.2 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th AWSC 12. 2022 Bkgd+Site PM with hooded left Denton Perch 201: N. Bonnie Brae St.&W.Windsor Dr. Mersection Intersection Delay,s/veh13.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' r ) tT+ ) tT+ ) tT+ Traffic Vol,vehlh 31 Future Vol,veh/h 31 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 34 Number of Lanes 0 1 1 1 2 0 1 2 0 1 2 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 3 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 3 3 3 2 HCM Control Delay 12.1 13.3 13.6 15.3 HCM LOS B B B C Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLnlWBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 11% 0% 100% 0% 0% 100% 0% 0% Vol Thru,% 0% 100% 31% 89% 0% 0% 100% 51% 0% 100% 79% Vol Right, % 0% 0% 69% 0% 100% 0% 0% 49% 0% 0% 21% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane LT Vol 0 0 Through Vol 0 227 113 RT Vol 0 0 31 Lane Flow Rate Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 Degree of Util (X) 0.179 0.289 0.431 0.145 0.235 0.293 0.088 0.083 0.03 0.497 0.31 Departure Headway(Hd) 7.713 7.206 6.719 7.884 7.127 8.356 7.851 7.505 7.764 7.258 7.105 Convergence,Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 505 Service Time 5.459 4.953 4.465 5.636 4.878 6.109 5.604 5.257 5.511 5.004 4.852 HCM Lane V/C Ratio 0.181 0.289 0.432 0.145 0.234 0.293 0.09 0.084 0.03 0.494 0.311 HCM Control Delay 12.1 12.9 14.5 12 12.1 14.6 11.4 10.9 10.8 17 13 HCM Lane LOS B B B B B B B B B C B HCM 95th-tile Q 0.6 1.2 2.2 0.5 0.9 1.2 0.3 0.3 0.1 2.7 1.3 Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 12. 2022 Bkgd+Site PM with hooded left Denton Perch 202: N. Bonnie Brae St.&Church Driveway Intersection L Int Delay,s/veh 0.9 Movement IW60UL NBL NBT NBR SBL SBT SBR Lane Configurations 4 N ti` Vii tT Traffic Vol,veh/h 1 0 13 6 19 512 1 0 554 40 MML Future Vol,veh/h 1 0 13 6 0 2 19 512 1 0 554 40 Conflicting Ped s,#/hr 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None - - - None Storage Length - - - 351 - 100 - - Veh in Median Storage,# - 0 - 0 0 0 Grade, % - 0 - 0 - - 0 0 - Peak Hour 25 92 38 38 92 92 25 92 92 44 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt 4 0 34 16 0 4 41 557 4 0 602 91 Major/Minor Minor2 Minorl Conflicting Flow All 1334 281 693 0 0 561 0 0 Stage 1 AW8 Mr �41 64AW- - - Stage 2 361 643 - 301 693 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hd wy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hd wy Stq 2 6.5 4 - 6.5�p,54 Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 194 16I649 218 153 716 Stage 425 464 430 468 - - - - - - - Stage 2 630 467 - 683 443 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 716 898 - - 1006 Mov Cap-2 Maneuver 186 155 - 199 146 - - - - - Stage 1 1110PI405 464 410 446 - Stage 2 598 446 647 443 - &pproach EB WB NB SB LCM Control Delay,s 12.6 21.9 0.6 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 898 - 515 233 1006 HCM Lane V/C Ratio 0.046 0.074 0.085 - HCM Control Delay(s) 9.2 12.6 21.9 0 HCM Lane LOS A B C A VCM 95th%tile Q(veh) 0.1 - 0.2 0.3 0 Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 3 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 12. 2022 Bkgd+Site PM with hooded left Denton Perch 203: N. Bonnie Brae St.&Site Driveway Intersection Int Delay,s/veh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r *T+ +T Traffic Vol,veh/h Future Vol,veh/h Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length - 0 - Veh in Median Storage,# 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 92 921V 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All 323 645 0 0 Stage 1 - - - - Stage 2 - - Critical Hdwy 6.94 4.14 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - - Follow-up Hdwy 3.32 2.22 Pot Cap-1 Maneuver 0 673 936 - Stage 1 0 - - Stage 2 0 - - Platoon blocked, % Mov Cap-1 Maneuver - 673 936 - - Mov Cap-2 Maneuver Stage 1 - - Stage 2 Approach EB NB SB _ HCM Control Delay,s 10.9 1.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR _ Capacity(veh/h) 936 673 - HCM Lane V/C Ratio 0.069 0.095 - HCM Control Delay(s) 9.1 0.4 10.9 - HCM Lane LOS A A B - HCM 95th%tile Q(veh) 0.2 - 0.3 - Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 4 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 13. 2027 Bkgd+Site AM with hooded left Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ttT+ ) ttT tT tT Traffic Volume(vehlh) 208 216 Future Volume(veh/h) 208 216 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In Adj Flow Rate,veh/h 226 235 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 167 370 302 269 Arrive On Green 0.07 0.42 0.42 0.10 0.45 0.45 0.08 0.13 0.13 0.12 0.17 0.17 Sat Flow,veh/h Grp Volume(v),veh/h 226 235 Grp Sat Flow(s),vehlh/In Q Serve(g_s),s 4.3 9.7 9.8 6.6 10.3 10.4 5.4 5.1 5.6 9.6 11.1 13.3 Cycle Q Clear(g_c),s 4.3 9.7 9.8 6.6 10.3 10.4 5.4 5.1 5.6 9.6 11.1 13.3 Prop In Lane 1.00 0.27 1.00 0.34 1.00 0.80 1.00 1.00 Lane Grp Cap(c),veh/h 209 370 302 269 V/C Ratio(X) 0.36 0.37 0.37 0.50 0.38 0.38 0.51 0.47 0.51 0.59 0.75 0.87 Avail Cap(c_a),veh/h 302 370 328 293 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 13.7 18.4 18.4 13.3 17.0 17.0 31.7 37.2 37.4 29.9 36.3 37.2 Incr Delay(d2),s/veh 0.2 0.7 1.4 0.3 0.7 1.4 0.6 0.6 0.7 1.6 7.1 21.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.6 3.7 4.1 2.4 3.8 4.1 2.3 2.2 2.2 4.1 5.2 6.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),slveh 13.9 19.1 19.8 13.6 17.7 18.4 32.4 37.8 38.1 31.5 43.4 58.4 LnGrp LOS B B B B B B C D D C D E Approach Vol,veh/h 947 1096 336 678 Approach Delay,s/veh 18.5 17.0 35.9 44.8 Approach LOS B B D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.7 43.5 13.1 21.6 11.3 46.0 17.0 17.8 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 27.0 11.0 17.0 15.0 27.0 11.0 17.0 Max Q Clear Time(g_c+11),s 8.6 11.8 7.4 15.3 6.3 12.4 11.6 7.6 Green Ext Time(p-c),s 0.2 2.9 0.0 0.3 0.1 3.0 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 25.7 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th AWSC 13. 2027 Bkgd+Site AM with hooded left Perch Denton 201: N. Bonnie Brae St. &W.Windsor Dr. Ltersecti Intersection Delay,s/veh12.4 Intersection LOS -W Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations -' r ) Ti ) tT+ t'+ Traffic Vol,veh/h 24 66 245 111 29 51 132 '230 15 Future Vol,veh/h Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow Number of Lanes 0 1 1 1 2 0 1 2 0 1 2 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left ff� 3 2 3 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right A& 3 2 HCM Control Delay 13.1 12.6 11.4 12.4 B T NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn Vol Left,% 100% 0% 0% 27% 0% 100% 0% 0% 100% 0% 0% Vol Thru,% 0% 100% 38% 73% 0% 0% 100% 71% 0% 100% 84% Vol Right,% 0% 0% 62% 0% 100% 0% 0% 29% 0% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 19 14 7 153 92 LT Volts 51 0 0 24 0 111 0 0 7A 0 0 Through Vol 0 153 77 RT Vol 0 0 73 0 245 0 0 4 E0 15 Lane Flow Rate 21 15 8 167 100 Geometry Grp Erm- 8 8 8 8 8 8 8 8 8 8 8 Degree of Util (X) 0.117 0.188 0.234 0.189 0.453 0.262 0.043 0.029 0.016 0.328 0.193 Departure Headway(Hd) 7.578 7.072 6.63 6.952 6.119 7.807 7.303 7.097 F.589 7.082 6.966 Convergence,Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 0 517 Service Time 5.318 4.811 4.369 4.665 3.832 5.549 5.045 4.839 5.307 4.8 4.684 HCM Lane V/C Ratio 0.116 0.189 0.234 0.189 0.45 0.262 0.043 0.03 0.017 0.327 0.193 HCM Control Delay 11.3 11.5 11.4 11.3 13.8 13.3 10.4 10.1 10.4 13.2 11.3 HCM Lane M B IIIIIIIIIIIIIIIIIF HCM 95th-tile Q 0.4 0.7 0.9 0.7 2.3 1 0.1 0.1 0 1.4 0.7 Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 13. 2027 Bkgd+Site AM with hooded left Perch Denton 202: N. Bonnie Brae St.&Church Driveway Intersection A A An Int Delay, s/veh 1.7 Movement WBT WB NBL NBT NBR SBL SBT SBR Lane Configurations 4 44� Tl.► ) ti Traffic Vol,veh/h MOL0 17 0 0 248 1 0 604 84 Future Vol,veh/h 0 0 17 0 0 0 Conflicting Fed s,#/ 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None - None Storage Length - - - - - 351 - 100 - - Veh in Median Storage,# 0 - 0 0 Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour 92 92 62 92 92 92 �llllllR 70 25 92 75 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flo 0 0 27 0 0 0 Major/Minor Minor2 Minor1 Majorl Conflicting Flow All 1707 179 973 0 0 358 0 0 Stage 1 889 889 - 7A 734 - - - - Stage 2 555 736 - 403 973 - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hd wy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hd wy Stq 2_6.54&54 - 6.54M.54 Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 93 10TV26 157 qW83 Stage 304 360 378 424 - - - - - - - Stage 2 484 423 - 595 329 - Platoon blocked, % - - - - Mov Cap-1 Maneuver Mov Cap-2 Maneuver 74 74 - 118 66 - - - - - - Stage1 223 360 - 277 310 Stage 2 354 310 - 564 329 - - V &pproach EB WB NB SB LCM Control Delay,s 12.2 0 4.1 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) J14 - 526 1197 HCM Lane V/C Ratio 0.269 0.052 - HCM Control Delay(s) _JjjWW- 12.2_AMW 0 HCM Lane LOS B - B A A VCM 95th%tile O(veh) 0.� 0 Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 3 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 13. 2027 Bkgd+Site AM with hooded left Perch Denton 203: N. Bonnie Brae St.&Site Driveway Intersection Int Delay,s/veh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r *T+ +T Traffic Vol,veh/h Future Vol,veh/h Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length - 0 - Veh in Median Storage,# 0 1§11PPF- 0 0 Grade, % 0 - - 0 0 - Peak Hour Factor � 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All 328 656 0 - 0 Stage 1 - - - - - Stage 2 - - Critical Hdwy 6.94 4.14 - - Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - - Follow-up Hdwy 3.32 2.22 Pot Cap-1 Maneuver 0 668 927 - Stage 1 0 - - Stage 2 0 - - Platoon blocked, % Mov Cap-1 Maneuver - 668 927 - - Mov Cap-2 Maneuver Stage 1 - - Stage 2 Approach EB NB SB HCM Control Delay,s 11.3 0.5 0 - HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 927 668 - - HCM Lane V/C Ratio 0.021 0.15 - HCM Control Delay(s) 9 0.1 11.3 - - - HCM Lane LOS A A B - HCM 95th%tile Q(veh) 0.1 - 0.5 - - - Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 4 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 14. 2027 Bkgd+Site PM with hooded left Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ttT+ ) ttT +T+ tT+ Traffic Volume(veh/h) 241 317 179 269 Future Volume(veh/h) 241 317 179 269 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In Adj Flow Rate,veh/h 262 345 195 292 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 249 385 279 249 Arrive On Green 0.10 0.37 0.37 0.08 0.35 0.35 0.18 0.16 0.16 0.18 0.16 0.16 Sat Flow,veh/h Grp Volume(v),veh/h 195 292 Grp Sat Flow(s),veh/h/In Q Serve(g_s),s 8.2 20.3 20.3 5.9 26.4 26.4 16.0 11.1 16.0 16.3 10.6 16.0 Cycle Q Clear(g_c),s 8.2 20.3 20.3 5.9 26.4 26.4 16.0 11.1 16.0 16.3 10.6 16.0 Prop In Lane 1.00 0.26 1.00 0.32 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h V/C Ratio(X) 0.80 0.65 0.65 0.57 0.81 0.81 0.88 0.73 1.05 0.90 0.70 1.17 Avail Cap(c_a),veh/h HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 1.00 Uniform Delay(d),s/veh 23.2 26.4 26.4 20.9 30.1 30.1 29.3 40.9 43.0 29.4 40.7 43.0 Incr Delay(d2),s/veh 7.2 2.6 4.8 0.7 6.2 11.2 19.8 8.1 71.9 22.2 6.4 112.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.7 8.2 9.1 2.3 11.1 12.4 8.6 5.3 11.0 9.0 5.0 13.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 30.4 29.0 31.2 21.6 36.3 41.4 49.0 49.1 114.9 51.5 47.1 155.1 LnGrp LOS C C C C D D D D F D D F Approach Vol,vehlh 1479 1638 804 832 Approach Delay,s/veh 29.9 36.4 70.5 86.8 Approach LOS C D E F Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.0 43.0 24.0 22.0 15.3 40.7 24.0 22.0 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 31.0 18.0 16.0 15.0 31.0 18.0 16.0 Max Q Clear Time(g_c+11),s 7.9 22.3 18.0 18.0 10.2 28.4 18.3 18.0 Green Ext Time(p-c),s 0.1 3.6 0.0 0.0 0.1 1.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 49.0 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th AWSC 14. 2027 Bkgd+Site PM with hooded left Perch Denton 201: N. Bonnie Brae St. &W.Windsor Dr. Ltersecti Intersection Delay,s/veh15.7 Intersection LOS -W Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r I tT ) TI ) tT Traffic Vol,veh/h 85 219 161 15 M 34 Future Vol,veh/h 34 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 37 Number of Lanes 0 1 1 1 2 0 1 2 0 1 2 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left W3 3 2 3 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 3 2 HCM Control Delay 13.1 14.4 15.3 17.9 C T NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLnlWBLn2WBLn3 SBLn1 SBLn2 SBLn Vol Left,% 100% 0% 0% 12% 0% 100% 0% 0% 100% 0% 0% Vol Thru,% 0% 100% 31% 88% 0% 0% 100% 51% 0% 100% 79% Vol Right,% 0% 0% 69% 0% 100% 0% 0% 49% 0% 0% 21% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane LT Vol 0 0 Through Vol 0 250 125 RT Vol 0 0 34 Lane Flow Rate Geometry Grp nr� 8 8 8 8 8 8 8 8 8 8 8 Degree of Util (X) 0.208 0.335 0.502 0.171 0.274 0.338 0.104 0.098 0.037 0.577 0.36 Departure Headway(Hd) 8.098 7.59 7.101 8.309 7.55 8.805 8.3 7.951 8.152 7.644 7.492 Convergence,Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 479 Service Time 5.868 5.36 4.87 6.085 5.326 6.585 6.079 5.731 5.923 5.415 5.263 HCM Lane V/C Ratio 0.208 0.336 0.502 0.172 0.275 0.339 0.105 0.098 0.037 0.579 0.361 HCM Control Delay 13 14.2 16.9 12.8 13.2 16.1 12 11.6 11.2 20.4 14.5 HCM Lane L0 HCM 95th-tile Q 0.8 1.5 2.8 0.6 1.1 1.5 0.3 0.3 0.1 3.6 1.6 Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 14. 2027 Bkgd+Site PM with hooded left Perch Denton 202: N. Bonnie Brae St.&Church Driveway Intersection A A Int Delay, s/veh 0.9 Movement NBL NBT NBR SBL SBT SBR Lane Configurations # +T Traffic Vol,vehlh 2 0 14 7 0 0 614 40 Future Vol,veh/h 2 0 14 7 0 2 21 566 0 0 614 40 Conflicting Fed s,#/hr 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None - - - None Storage Length - - - 351 - 100 - - Veh in Median Storage,# 0 - 0 0 0 - A Grade, % - 0 - 0 - - 0 - 0 - Peak Hour Factor 25 92 38 92 92 92 25 92 92 44 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flo 8 0 37 8 0 2 46 615 0 0 667 91 Major/Minor ANWr2 norl Conflicting Flow All 1465 308 758 0 0 615 0 0 Stage 1 Al jW qW07 70W- Stage 2 400 707 - 334 758 - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hd wy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hd wy Stq 2 6.54 M 5A - 6.54M.54 Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 163 13�W19 184 12W688-W 849 - Stage1 389 434 392 436 - - - - Stage 2 597 436 - 653 413 - - Platoon blocked, % - - - Mov Cap-1 Maneuver 688 849 Mov Cap-2 Maneuver 156 128 - 166 120 - - - - - - Stage1 368 434 - 371 412 Stage 2 563 412 - 614 413 - - V &pproach EB WB NB SB LCM Control Delay,s 15 23.9 0.7 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 849 - 405 200 961 HCM Lane V/C Ratio 0.054 0.111 0.049 - HCM Control Delay(s) 9.5 15 23.9 0 HCM Lane LOS A C C A VCM 95th%tile Q(veh) 0.2 - 0.4 0.2 0 Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 3 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 14. 2027 Bkgd+Site PM with hooded left Perch Denton 203: N. Bonnie Brae St.&Site Driveway Intersection Int Delay,s/veh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r *T+ +T Traffic Vol,vehlh Future Vol,veh/h Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length - 0 - Veh in Median Storage,# 0 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 92 9�92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow Major/Minor Minor2 Majorl Major2 Conflicting Flow All 355 710 0 0 Stage 1 - - - - Stage 2 - - Critical Hdwy 6.94 4.14 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - - Follow-up Hdwy 3.32 2.22 Pot Cap-1 Maneuver 0 641 885 - Stage 1 0 - - Stage 2 0 - - Platoon blocked, % Mov Cap-1 Maneuver - 641 885 - - Mov Cap-2 Maneuver Stage 1 - - Stage 2 Approach EB NB SB HCM Control Delay,s 11.2 1.2 0 - HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 885 641 - - HCM Lane V/C Ratio 0.072 0.1 - HCM Control Delay(s) 9.4 0.4 11.2 - - - HCM Lane LOS A A B - HCM 95th%tile Q(veh) 0.2 - 0.3 - - Bonnie Brae MF 3.15.21 -with hoocbdleft.syn.RB 03/15/2021 Synchro 11 Report Page 4 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 11. 2022 Bkgd+Site AM with hooded left - Sunday Perch Denton 202: N. Bonnie Brae St.&Church Driveway Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 N tT+ ) ti� Traffic Vol,veh/h 0 0 3 6 0 1 Future Vol,veh/h 0 0 3 6 0 1 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - None - - None Storage Length ------ 351 100 Veh in Median Storage,# 0 - - 0 - - 0 - - 0 - Grade,% 0 - - 0 - 0 - - 0 Peak Hour Factor 92 92 50 92 92 92 51 81 42 92 87 50 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 6 7 0 1 Major/Minor "w Minor2 lWjor2 Conflicting Flow All 1598 142 780 0 0 283 0 0 Stage 1 709 709 8� - - Stage 2 677 825 319 780 - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 6.54 5.54 ------ Critical Hdwy Stg 2 6.54 5.54 6.54 5.54 - ---- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - 2.22 Pot Cap-1 Maneuver 105 880 833 - 1276 - Stage1 391 435 336 388 - - Stage 2 409 385 667 404 - Platoon blocked,% Mov Cap-1 Maneuver 833 1276 - Mo2 Ckmeuver 76 78 11-6 71 ------ Stage1 264 435 227 262 - Stage 2 276 260 660 404 - Sproach WB NB SB kCM Control Delay,s 11 33.9 5.6 0 HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 833 609 132 1276 HCM Lane V/C Ratio 0.325 0.01 0.058 - HCM Control Delay(s) 11.41pm- - 11 33.9 0 HCM Lane LOS B - - B D A HCM 95th%tile Q(veh) 0 Bonnie Brae MF 3.15.21 -with hooded left-Sunday.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 11. 2022 Bkgd+Site AM with hooded left - Sunday Perch Denton 203: N. Bonnie Brae St.&Site Driveway Intersection Int Delay,s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r *T+ +T Traffic Vol,veh/h 0 64 31 356 0 21 Future Vol,veh/h 0 64 31 356 0 21 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length -0 ---- Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 70 34 387 0 23 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 12 23 0 0 Stage 1 — Stage 2 — Critical Hdwy 6.94 4.14 - - - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 2.22 - - - Pot Cap-1 Maneuver 0 1065 1591 - - Stage 1 0 — Stage 2 0 — Platoon blocked,% - - - Mov Cap-1 Maneuver - 1065 1591 - - MoQ Okn►euver ------ Stage 1 — Stage 2 — Approach EB NB SB _ HCM Control Delay,s 8.6 0.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1591 1065 - HCM Lane V/C Ratio 0.021 0.065 HCM Control Delay(s) 7.3 0.1 8.6 - HCM Lane LOS A A A HCM 95th%tile Q(veh) 0.1 - 0.2 - — Bonnie Brae MF 3.15.21 -with hooded left-Sunday.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 13. 2027 Bkgd+Site AM with hooded left - Sunday Perch Denton 202: N. Bonnie Brae St.&Church Driveway Intersection Int Delay,s/veh 2.8 Movement kWL WBR NBL NBT NBR SBL SBT SBR Lane Configurations #4 #T# N +T+ ) tip Traffic Vol,veh/h 0 0 4 6 0 1 153 239�6 0 612 78 Future Vol,veh/h 0 0 4 6 0 1 Conflicting Peds,#/hr 0 0 0 0 0 0 , _�M 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None Jj§§h&._- None ' - None Storage Length ------ 351 190 -- Veh in Median Storage,# 0 - 0 - Grade,% 0 - 0 - - 0 - - 0 - Peak Hour Fag& 92 92 92 92 51 81 42 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow— 0 0 8 7 0 1 Major/Minor Minor2 Minorl Conflicting Flow All 1761 155 859 0 0 309 0 0 Stage 1 781 78JM 902 - — i Stage 2 748 909 352 859 - — Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 6.54 5.54 6.54 5.54 ------ Critical Hdwy Stg 2 6.54 5.54 6.5J&54 - -- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 80 9IW573 128 84 863 Stage 354 403 299 355 - — Stage 2 371 352 638 371 - — Platoon blocked,% - - - - Mov Cap-1 Maneuver 778 - Mo2 Urmeuver 56 56 88 52 ------ Stage1 217 403 184 218 — Stage 2 228 216 629 371 — 9proach EB WB NB SB LCM Control Delay,s 11.4 43.5 6.2 0 HCM LOS B E Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 778 - 573 101 1248 HCM Lane V/C Ratio 0.386 0.014 0.075 - HCM Control Delay(s) 12j= 11.4 43.5 0 HCM Lane LOS B B E A FCM 95th%tile Q(veh) - 0 Bonnie Brae MF 3.15.21 -with hooded left-Sunday.syn.RB 03/15/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th TWSC 13. 2027 Bkgd+Site AM with hooded left - Sunday Perch Denton 203: N. Bonnie Brae St.&Site Driveway Intersection Int Delay,s/veh 1.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r *Tt ti� Traffic Vol,veh/h 0 64 31 392 0 21 Future Vol,veh/h 0 64 31 392 0 21 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length -0 ---- Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 70 34 426 0 23 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 12 23 0 0 Stage 1 — Stage 2 — Critical Hdwy 6.94 4.14 - - - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 2.22 - - - Pot Cap-1 Maneuver 0 1065 1591 - - Stage 1 0 — Stage 2 0 — Platoon blocked,% - - Mov Cap-1 Maneuver - 1065 1591 - - Mo2 Okn►euver ------ Stage 1 — Stage 2 — Approach EB NB SB _ HCM Control Delay,s 8.6 0.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR _ Capacity(veh/h) 1591 1065 - HCM Lane V/C Ratio 0.021 0.065 HCM Control Delay(s) 7.3 0.1 8.6 - HCM Lane LOS A A A HCM 95th%tile Q(veh) 0.1 - 0.2 Bonnie Brae MF 3.15.21 -with hooded left-Sunday.syn.RB 03/15/2021 Synchro 11 Report Page 2 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 , L A M B E T H • Synchro Analysis - Mitigation Synchro Scenarios: 1 . 2021 Existing PM 2. 2022 Background PM Without Hooded, Left-Turn Lane 3. 2022 Background-Plus-Site PM Without Hooded, Left-Turn Lane 4. 2022 Background PM With Hooded, Left-Turn Lane 5. 2022 Background-Plus-Site PM With Hooded, Left-Turn Lane 6. 2027 Background PM With Hooded, Left-Turn Lane 7. 2027 Background-Plus-Site PM With Hooded, Left-Turn Lane Appendix Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 02. 2021 Existing PM Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ttT+ ) ttT +T+ tT+ Traffic Volume(veh/h) 151 220 Future Volume(veh/h) 151 220 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In Adj Flow Rate,veh/h 232 293 164 239 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 278 377 306 273 Arrive On Green 0.08 0.39 0.39 0.07 0.38 0.38 0.16 0.18 0.18 0.15 0.17 0.17 Sat Flow,vehlh Grp Volume(v),veh/h 164 239 Grp Sat Flow(s),vehlh/In Q Serve(g_s),s 6.0 17.0 17.0 5.0 21.1 21.1 13.9 8.6 14.4 13.5 8.6 15.0 Cycle Q Clear(g_c),s 6.0 17.0 17.0 5.0 21.1 21.1 13.9 8.6 14.4 13.5 8.6 15.0 Prop In Lane 1.00 0.26 1.00 0.29 1.00 1.00 1.00 1.00 Lane Grp Cap(c),vehlh 278 377 306 273 V/C Ratio(X) 0.61 0.55 0.55 0.48 0.66 0.66 0.80 0.53 0.83 0.78 0.54 0.87 Avail Cap(c_a),veh/h 326 401 366 326 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 20.4 24.4 24.4 18.8 26.4 26.4 29.1 38.2 40.6 29.1 38.5 41.1 Incr Delay(d2),slveh 0.8 1.7 3.2 0.4 2.7 5.1 10.0 0.5 13.0 7.8 0.5 17.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.4 6.8 7.4 2.0 8.4 9.2 6.7 3.7 6.4 6.3 3.7 7.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),slveh 21.2 26.0 27.6 19.3 29.0 31.4 39.0 38.7 53.6 36.9 39.0 58.8 LnGrp LOS C C C B C C D D D D D E Approach Vol,veh/h 1281 1436 697 696 Approach Delay,s/veh 25.8 28.8 43.8 44.9 Approach LOS C C D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 12.0 44.4 21.9 23.6 13.0 43.4 21.6 23.9 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 27.0 17.0 21.0 15.0 27.0 17.0 21.0 Max Q Clear Time(g_c+I1),s 7.0 19.0 15.9 17.0 8.0 23.1 15.5 16.4 Green Ext Time(p-c),s 0.1 3.1 0.1 0.6 0.1 2.1 0.1 0.7 Intersection Summary HCM 6th Ctrl Delay 33.1 HCM 6th LOS C Notes _ User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 2.18.21 -without hooded left-Mitigation.syn.RB 02/18/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 04. 2022 Bkgd PM without hooded left Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ttT+ ) ttT tT+ tT+ Traffic Volume(veh/h) 154 224 Future Volume(veh/h) 154 224 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In Adj Flow Rate,veh/h 236 299 167 243 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 283 381 311 277 Arrive On Green 0.08 0.38 0.38 0.07 0.37 0.37 0.16 0.18 0.18 0.16 0.17 0.17 Sat Flow,veh/h Grp Volume(v),veh/h 167 243 Grp Sat Flow(s),vehlh/In Q Serve(g_s),s 6.1 17.6 17.6 5.2 21.9 21.9 14.2 8.8 14.7 13.8 8.7 15.2 Cycle Q Clear(g_c),s 6.1 17.6 17.6 5.2 21.9 21.9 14.2 8.8 14.7 13.8 8.7 15.2 Prop In Lane 1.00 0.26 1.00 0.29 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 283 381 311 277 V/C Ratio(X) 0.63 0.57 0.57 0.50 0.69 0.69 0.81 0.53 0.84 0.78 0.54 0.88 Avail Cap(c_a),veh/h 326 401 366 326 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 21.1 25.0 25.1 19.3 27.1 27.1 28.8 38.0 40.5 28.9 38.3 41.0 Incr Delay(d2),slveh 0.9 1.8 3.5 0.5 3.1 5.8 10.9 0.5 13.4 8.4 0.5 18.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.4 7.1 7.8 2.0 8.8 9.7 6.9 3.7 6.6 6.5 3.7 7.2 Unsig. Movement Delay,s/veh LnGrp Delay(d),slveh 22.0 26.9 28.6 19.8 30.2 32.9 39.7 38.6 53.9 37.3 38.9 59.5 LnGrp LOS C C C B C C D D D D D E Approach Vol,veh/h 1306 1465 711 709 Approach Delay,s/veh 26.7 29.9 44.2 45.3 Approach LOS C C D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 12.2 43.8 22.2 23.8 13.2 42.8 21.8 24.2 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 27.0 17.0 21.0 15.0 27.0 17.0 21.0 Max Q Clear Time(g_c+I1),s 7.2 19.6 16.2 17.2 8.1 23.9 15.8 16.7 Green Ext Time(p-c),s 0.1 3.0 0.0 0.6 0.1 1.7 0.1 0.6 Intersection Summary HCM 6th Ctrl Delay 33.9 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 2.18.21 -without hooded left-Mitigation.syn.RB 02/18/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 06. 2022 Bkgd+Site PM without hooded left Denton Perch 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) W. ) ttT+ tT+ tT Traffic Volume(veh/h) 163 245 Future Volume(veh/h) 163 245 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In Adj Flow Rate,veh/h 236 312 177 266 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 294 396 333 297 Arrive On Green 0.10 0.37 0.37 0.07 0.34 0.34 0.16 0.19 0.19 0.16 0.19 0.19 Sat Flow,veh/h Grp Volume(v),veh/h 177 266 Grp Sat Flow(s),veh/h/In Q Serve(g_s),s 7.6 18.0 18.0 5.4 23.2 23.2 14.0 9.7 14.5 14.2 9.2 16.7 Cycle Q Clear(g_c),s 7.6 18.0 18.0 5.4 23.2 23.2 14.0 9.7 14.5 14.2 9.2 16.7 Prop In Lane 1.00 0.26 1.00 0.33 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 294 396 333 297 V/C Ratio(X) 0.73 0.59 0.59 0.51 0.75 0.75 0.82 0.56 0.80 0.79 0.53 0.89 Avail Cap(c_a),veh/h 326 409 366 326 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 22.8 26.1 26.1 20.6 29.5 29.5 28.3 37.8 39.8 28.0 37.4 40.4 Incr Delay(d2),s/veh 2.8 2.1 3.9 0.5 4.4 8.2 11.9 0.6 10.9 8.8 0.5 22.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.2 7.3 8.0 2.1 9.6 10.6 6.9 4.1 6.4 6.7 3.9 8.2 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 25.6 28.2 30.1 21.1 33.9 37.7 40.2 38.4 50.6 36.8 37.9 63.3 LnGrp LOS C C C C C D D D D D D E Approach Vol,veh/h 1339 1481 728 755 Approach Delay,s/veh 28.3 33.8 43.1 46.4 Approach LOS C C D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 12.4 42.4 22.0 25.1 14.7 40.1 22.2 24.9 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 27.0 17.0 21.0 15.0 27.0 17.0 21.0 Max Q Clear Time(g_c+I1),s 7.4 20.0 16.0 18.7 9.6 25.2 16.2 16.5 Green Ext Time(p-c),s 0.1 2.9 0.1 0.4 0.1 1.1 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 35.9 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 2.18.21 -without hooded left-Mitigation.syn.RB 02/18/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 08. 2027 Bkgd PM without hooded left Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ttT ) ttT tT+ tT+ Traffic Volume(veh/h) 241 305 171 249 Future Volume(veh/h) 241 305 171 249 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In Adj Flow Rate,veh/h 262 332 186 271 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 302 396 338 302 Arrive On Green 0.09 0.35 0.35 0.08 0.34 0.34 0.17 0.19 0.19 0.17 0.19 0.19 Sat Flow,vehlh Grp Volume(v),veh/h 186 271 Grp Sat Flow(s),vehlh/In Q Serve(g_s),s 7.2 21.1 21.2 6.0 26.5 26.5 15.4 9.7 16.4 15.0 9.7 17.0 Cycle Q Clear(g_c),s 7.2 21.1 21.2 6.0 26.5 26.5 15.4 9.7 16.4 15.0 9.7 17.0 Prop In Lane 1.00 0.26 1.00 0.29 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 302 396 338 302 V/C Ratio(X) 0.75 0.69 0.69 0.60 0.84 0.84 0.87 0.55 0.87 0.84 0.55 0.90 Avail Cap(c_a),veh/h 326 396 366 326 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 24.0 28.6 28.6 22.3 31.3 31.3 27.8 37.4 40.0 27.6 37.3 40.3 Incr Delay(d2),s/veh 3.3 3.3 6.3 0.8 7.4 13.2 18.1 0.7 19.0 14.0 0.6 23.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.1 8.7 9.7 2.4 11.3 12.8 8.2 4.2 7.7 7.6 4.1 8.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),slveh 27.3 31.9 34.8 23.1 38.7 44.5 45.9 38.0 59.0 41.6 38.0 64.1 LnGrp LOS C C C C D D D D E D D E Approach Vol,veh/h 1448 1622 788 789 Approach Delay,s/veh 32.2 38.9 48.4 48.5 Approach LOS C D D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.1 40.5 23.0 25.4 14.3 39.3 23.0 25.4 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 27.0 17.0 21.0 15.0 27.0 17.0 21.0 Max Q Clear Time(g_c+I1),s 8.0 23.2 17.4 19.0 9.2 28.5 17.0 18.4 Green Ext Time(p-c),s 0.1 2.0 0.0 0.4 0.1 0.0 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 40.0 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 2.18.21 -without hooded left-Mitigation.syn.RB 02/18/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 10. 2027 Bkgd+Site PM without hooded left Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ttT+ ) ttT +T+ tT+ Traffic Volume(veh/h) 241 317 179 269 Future Volume(veh/h) 241 317 179 269 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In Adj Flow Rate,veh/h 262 345 195 292 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 319 408 358 319 Arrive On Green 0.11 0.33 0.33 0.08 0.31 0.31 0.17 0.20 0.20 0.17 0.20 0.20 Sat Flow,veh/h Grp Volume(v),veh/h 195 292 Grp Sat Flow(s),vehlh/In Q Serve(g_s),s 8.7 21.6 21.6 6.3 28.0 28.0 15.2 10.5 16.1 15.5 10.0 18.4 Cycle Q Clear(g_c),s 8.7 21.6 21.6 6.3 28.0 28.0 15.2 10.5 16.1 15.5 10.0 18.4 Prop In Lane 1.00 0.26 1.00 0.32 1.00 1.00 1.00 1.00 Lane Grp Cap(c),vehlh 319 408 358 319 V/C Ratio(X) 0.83 0.72 0.72 0.61 0.92 0.92 0.88 0.57 0.82 0.85 0.55 0.91 Avail Cap(c_a),veh/h 326 408 366 326 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 24.7 29.7 29.7 23.6 33.9 33.9 27.2 36.7 39.0 27.1 36.5 39.9 Incr Delay(d2),slveh 10.8 3.9 7.3 0.8 13.9 22.8 19.1 1.2 14.0 14.5 0.8 28.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.2 9.0 10.0 2.5 12.9 14.7 8.1 4.5 7.3 7.8 4.3 9.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),slveh 35.5 33.7 37.1 24.4 47.8 56.7 46.3 37.9 53.0 41.5 37.4 68.1 LnGrp LOS D C D C D E D D D D D E Approach Vol,veh/h 1479 1638 804 832 Approach Delay,s/veh 35.0 48.2 46.4 49.9 Approach LOS C D D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.3 39.1 23.0 26.5 15.8 36.7 23.0 26.5 Change Period(Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 27.0 17.0 21.0 15.0 27.0 17.0 21.0 Max Q Clear Time(g_c+I1),s 8.3 23.6 17.2 20.4 10.7 30.0 17.5 18.1 Green Ext Time(p-c),s 0.1 1.8 0.0 0.1 0.1 0.0 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 44.1 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 2.18.21 -without hooded left-Mitigation.syn.RB 02/18/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 12. 2022 Bkgd+Site PM with hooded left Denton Perch 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) W. ) ttT tT tT Traffic Vol u me(veh/h) 163 245 Future Volume(veh/h) 163 245 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In Adj Flow Rate,veh/h 236 312 177 266 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 294 396 333 297 Arrive On Green 0.10 0.37 0.37 0.07 0.34 0.34 0.16 0.19 0.19 0.16 0.19 0.19 Sat Flow,veh/h Grp Volume(v),veh/h 177 266 Grp Sat Fl ow(s),veh/h/I n Q Serve(g_s),s 7.6 18.0 18.0 5.4 23.2 23.2 14.0 9.7 14.5 14.2 9.2 16.7 Cycle Q Clear(g_c),s 7.6 18.0 18.0 5.4 23.2 23.2 14.0 9.7 14.5 14.2 9.2 16.7 Prop In Lane 1.00 0.26 1.00 0.33 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 294 396 333 297 V/C Ratio(X) 0.73 0.59 0.59 0.51 0.75 0.75 0.82 0.56 0.80 0.79 0.53 0.89 Avail Cap(c_a),veh/h 326 409 366 326 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 22.8 26.1 26.1 20.6 29.5 29.5 28.3 37.8 39.8 28.0 37.4 40.4 Incr Delay(d2),s/veh 2.8 2.1 3.9 0.5 4.4 8.2 11.9 0.6 10.9 8.8 0.5 22.9 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.2 7.3 8.0 2.1 9.6 10.6 6.9 4.1 6.4 6.7 3.9 8.2 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 25.6 28.2 30.1 21.1 33.9 37.7 40.2 38.4 50.6 36.8 37.9 63.3 LnGrp LOS C C C C C D D D D D D E Approach Vol,vehlh 1339 1481 728 755 Approach Delay,s/veh 28.3 33.8 43.1 46.4 Approach LOS C C D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 12.4 42.4 22.0 25.1 14.7 40.1 22.2 24.9 Change Period (Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 27.0 17.0 21.0 15.0 27.0 17.0 21.0 Max Q Clear Time(g_c+I1),s 7.4 20.0 16.0 18.7 9.6 25.2 16.2 16.5 Green Ext Time(p-c),s 0.1 2.9 0.1 0.4 0.1 1.1 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 35.9 HCM 6th LOS D Notes in User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 2.18.21 -with hooded left-Mitigation.syn.RB 03/02/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 HCM 6th Signalized Intersection Summary 14. 2027 Bkgd+Site PM with hooded left Perch Denton 101:W. University Dr.&N. Bonnie Brae St. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ttT+ ) ttT+ tT+ tT+ Traffic Vol u me(veh/h) 241 317 179 269 Future Volume(veh/h) 241 317 179 269 Initial Q(Qb),veh 0 0 0 0 0 E 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In Adj Flow Rate,veh/h 262 345 195 292 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 319 408 358 319 Arrive On Green 0.11 0.33 0.33 0.08 0.31 0.31 0.17 0.20 0.20 0.17 0.20 0.20 Sat Flow,veh/h Grp Volume(v),veh/h 195 292 Grp Sat Flow(s),veh/hlln Q Serve(g_s),s 8.7 21.6 21.6 6.3 28.0 28.0 15.2 10.5 16.1 15.5 10.0 18.4 Cycle Q Clear(g_c),s 8.7 21.6 21.6 6.3 28.0 28.0 15.2 10.5 16.1 15.5 10.0 18.4 Prop In Lane 1.00 0.26 1.00 0.32 1.00 1.00 1.00 1.00 Lane Grp Cap(c),vehlh 319 408 358 319 V/C Ratio(X) 0.83 0.72 0.72 0.61 0.92 0.92 0.88 0.57 0.82 0.85 0.55 0.91 Avail Cap(c_a),veh/h 326 408 366 326 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 24.7 29.7 29.7 23.6 33.9 33.9 27.2 36.7 39.0 27.1 36.5 39.9 Incr Delay(d2),s/veh 10.8 3.9 7.3 0.8 13.9 22.8 19.1 1.2 14.0 14.5 0.8 28.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 4.2 9.0 10.0 2.5 12.9 14.7 8.1 4.5 7.3 7.8 4.3 9.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 35.5 33.7 37.1 24.4 47.8 56.7 46.3 37.9 53.0 41.5 37.4 68.1 LnGrp LOS D C D C D E D D D D D E Approach Vol,vehlh 1479 1638 804 832 Approach Delay,s/veh 35.0 48.2 46.4 49.9 Approach LOS C D D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.3 39.1 23.0 26.5 15.8 36.7 23.0 26.5 Change Period (Y+Rc),s 5.0 5.0 6.0 6.0 5.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 15.0 27.0 17.0 21.0 15.0 27.0 17.0 21.0 Max Q Clear Time(g_c+I1),s 8.3 23.6 17.2 20.4 10.7 30.0 17.5 18.1 Green Ext Time(p-c),s 0.1 1.8 0.0 0.1 0.1 0.0 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 44.1 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Bonnie Brae MF 2.18.21 -with hooded left-Mitigation.syn.RB 03/02/2021 Synchro 11 Report Page 1 Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 • L A M B E T H • Appendix F. N . Bonnie Brae Street Schematic Appendix Development Assistance Team Approved 05/04/21 DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 °++a,m°u",aH ,° °-°n°6s° w°°Ra,+ °-°no 6s° „06", °mmd� wd ZZ:90:6 oZ°Z.oZ/6 o � o0 oo 0�0 : o 000 ONNO E Q O z o- m �¢ O w } w �Zoz aw c Zp�<rn o o 2 o O G Z O 0 N LL O U - o W O - U = w r O 0O U U LLW rcjILI�0 < 6 6 W o�ow m m m o. NZO « wm Oi J �; z W - - O i i ` a z rrTid OS+6S V1S - 3NIl HOOM I w w a x~ MM: W.Windsor Dr. �Yo �J--aaaSON]MM - - < I no3rc Lo r I I iowo �� oxo c azr�.�'- _ � � I _ Zw� SW \ woo - rLL m o ohm O I.O N �06 I LD a a S W Ic 0 0 — z �o = ow ry Yzon •]n J i5' arm- v -o dz a¢ z oho W oNoo oa o a m us O ZI m rczc �g _v oz Wa i O°r o I o •r$o �— _ I I g�gm. b Marc xcwr p; 'O� o a n-Z. ryao, zs4mmaculate Conception Z W =� Q o� Church Driveway do m W • - - ^ pow� �; — — � mow AiIS83AINn Proposed Z a o ---� --� Site Driveway� Ln o= 1 qg W" _ Potential Hooded, Qo'U o° Left-Turn Into Site N � - -- -- Q<ir ae N co I :n oz� W 4w+owv- m z m $wW J �pSpw YSii8� II w_e�a m6�� 6pNG Z°J 8 n '_' 2 2MOrEK dF� io m o u H n Lx w°uW oe. z I y OS+6S V1S - 3NI3 H31Vw u6p•+noR"�+oafo�d-£LLL00\96b9psup�uao•tlno�Bs°�@++aI—q-I!nay\ro-d-d-6s°—,—I+uaq•dd-dno,6s°,\,i p6u i y,onw.A\:o .d zz:— ozoZioZia Devejlaffq►iftMajcdS to �fa P45AQMjie Brae Street DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 So v o W Q x f o G o 5� - 5 E of s s "G a�� a a� a S �f E if N W V C N _ u W = s a - m m - O 0 O Y s DocuSign Envelope ID:9C6D970E-84E8-49CF-A393-58C87FE67A68 a 0 0 0 a 0 0 0 m a cd a of o O w m w O O oo M �o w 0 N c-I Ol IW 1I O 01 Ol N M1 Ml m 00 00 f�'1 ei E � v T — .0 O (7 N W 000a0 � 0 m M O 00 M O N O M m x z z LLI O U Z v O_ � O W j N Z c O p o u u a � 2 � o u c Q N x e 0 C L .... a N Y V m �w au v J 4J1 W v1 ti C Z Q N O w N OC C a V Q M H V1 O O! V Q [O C N O Q x 0 m d L W � =Q ~ V cL N a u F r O > W N m y m = z u a w no y H X L o s O O a f V J J a V V to V1 Ul N N tD tp .ti N N ^O � Il1 N N M M N M DocuSign Certificate Of Completion Envelope Id:9C6D97OE84E849CFA39358C87FE67A68 Status:Completed Subject:Complete with DocuSign:24-921 -Perch Denton-Developer Agreement.pdf Source Envelope: Document Pages: 160 Signatures:4 Envelope Originator: Certificate Pages:5 Initials:0 Christian Garcia AutoNav: Enabled 901 B Texas Street Envelopeld Stamping: Enabled Denton,TX 76209 Time Zone: (UTC-06:00)Central Time(US&Canada) Christian.Garcia@cityofdenton.com IP Address: 198.49.140.10 Record Tracking Status:Original Holder:Christian Garcia Location: DocuSign 5/28/2024 3:06:13 PM Christian.Garcia@cityofdenton.com Signer Events Signature Timestamp Trevor Crain 11 Sent:5/28/2024 3:10:12 PM Trevor.Crain@cityofdenton.com EDICUSig"Id l,+'vtwr V" Viewed:5/29/2024 2:25:32 PM Signed:p 1 Director of Capital Projects 7B46EEAB11BC4F2... 5/29/2024 2:25:45 PM City of Denton Security Level: Email,Account Authentication Signature Adoption: Pre selected Style (None) Using IP Address:70.237.27.78 Signed using mobile Electronic Record and Signature Disclosure: Accepted:5/29/2024 2:25:32 PM ID:8dcea9a6-d9b 1-48b7-8665-495f7670c196 Benjamin N.Samples, IISent:5/29/2024 2:25:48 PM Benjamin.Samples@cityofdenton.com E,,*,".Si9"1d wvu IV, samr,t,St �� Viewed:5/29/2024 2:27:57 PM Security Level: Email,Account Authentication A7 by:31ADF45405 Signed:5/29/2024 2:28:57 PM (None) Signature Adoption: Pre-selected Style Using IP Address: 198.49.140.10 Electronic Record and Signature Disclosure: Accepted:5/29/2024 2:27:57 PM ID:a0930aa4-328d-4112-9ac3-f5fe012bbld2 Sara Hensley by. Sent:5/29/2024 2:29:00 PM sara.hensley@cityofdenton.com ED-Sig-d ""` N""� Viewed:5/29/2024 2:47:25 PM City Manager 5236DB296270423 Signed:5/29/2024 2:47:35 PM City of Denton Signature Adoption: Pre-selected Style Security Level: Email,Account Authentication (None) Using IP Address: 198.49.140.10 Electronic Record and Signature Disclosure: Not Offered via DocuSign Lauren Thoden 9 by Sent:5/29/2024 2:47:39 PM Lauren.Thoden@cityofdenton.com Viewed:5/30/2024 5:08:10 PM Y Secretary City Secreta ED—Sign1d D09D09CADM487 Signed:5/30/2024 5:08:23 PM Security Level: Email,Account Authentication (None) Signature Adoption: Pre-selected Style Using IP Address: 198.49.140.10 Electronic Record and Signature Disclosure: Not Offered via DocuSign In Person Signer Events Signature Timestamp Editor Delivery Events Status Timestamp Agent Delivery Events Status Timestamp Intermediary Delivery Events Status Timestamp Certified Delivery Events Status Timestamp Carbon Copy Events Status Timestamp Witness Events Signature Timestamp Notary Events Signature Timestamp Envelope Summary Events Status Timestamps Envelope Sent Hashed/Encrypted 5/28/2024 3:10:12 PM Certified Delivered Security Checked 5/30/2024 5:08:10 PM Signing Complete Security Checked 5/30/2024 5:08:23 PM Completed Security Checked 5/30/2024 5:08:23 PM Payment Events Status Timestamps Electronic Record and Signature Disclosure Electronic Record and Signature Disclosure created on:7/21/2017 3:59:03 PM Parties agreed to:Trevor Crain,Benjamin N.Samples, II ELECTRONIC RECORD AND SIGNATURE DISCLOSURE From time to time, City of Denton (we, us or Company) may be required by law to provide to you certain written notices or disclosures. Described below are the terms and conditions for providing to you such notices and disclosures electronically through your DocuSign, Inc. (DocuSign) Express user account. Please read the information below carefully and thoroughly, and if you can access this information electronically to your satisfaction and agree to these terms and conditions, please confirm your agreement by clicking the 'I agree'button at the bottom of this document. Getting paper copies At any time, you may request from us a paper copy of any record provided or made available electronically to you by us. For such copies, as long as you are an authorized user of the DocuSign system you will have the ability to download and print any documents we send to you through your DocuSign user account for a limited period of time (usually 30 days) after such documents are first sent to you. After such time, if you wish for us to send you paper copies of any such documents from our office to you, you will be charged a$0.00 per-page fee. You may request delivery of such paper copies from us by following the procedure described below. Withdrawing your consent If you decide to receive notices and disclosures from us electronically, you may at any time change your mind and tell us that thereafter you want to receive required notices and disclosures only in paper format. How you must inform us of your decision to receive future notices and disclosure in paper format and withdraw your consent to receive notices and disclosures electronically is described below. Consequences of changing your mind If you elect to receive required notices and disclosures only in paper format, it will slow the speed at which we can complete certain steps in transactions with you and delivering services to you because we will need first to send the required notices or disclosures to you in paper format, and then wait until we receive back from you your acknowledgment of your receipt of such paper notices or disclosures. To indicate to us that you are changing your mind, you must withdraw your consent using the DocuSign 'Withdraw Consent' form on the signing page of your DocuSign account. This will indicate to us that you have withdrawn your consent to receive required notices and disclosures electronically from us and you will no longer be able to use your DocuSign Express user account to receive required notices and consents electronically from us or to sign electronically documents from us. All notices and disclosures will be sent to you electronically Unless you tell us otherwise in accordance with the procedures described herein, we will provide electronically to you through your DocuSign user account all required notices, disclosures, authorizations, acknowledgements, and other documents that are required to be provided or made available to you during the course of our relationship with you. To reduce the chance of you inadvertently not receiving any notice or disclosure, we prefer to provide all of the required notices and disclosures to you by the same method and to the same address that you have given us. Thus, you can receive all the disclosures and notices electronically or in paper format through the paper mail delivery system. If you do not agree with this process, please let us know as described below. Please also see the paragraph immediately above that describes the consequences of your electing not to receive delivery of the notices and disclosures electronically from us. How to contact City of Denton: You may contact us to let us know of your changes as to how we may contact you electronically, to request paper copies of certain information from us, and to withdraw your prior consent to receive notices and disclosures electronically as follows: To contact us by email send messages to: purchasing@cityofdenton.com To advise City of Denton of your new e-mail address To let us know of a change in your e-mail address where we should send notices and disclosures electronically to you, you must send an email message to us at melissa.kraft@cityofdenton.com and in the body of such request you must state: your previous e-mail address, your new e-mail address. We do not require any other information from you to change your email address.. In addition, you must notify DocuSign, Inc to arrange for your new email address to be reflected in your DocuSign account by following the process for changing e-mail in DocuSign. To request paper copies from City of Denton To request delivery from us of paper copies of the notices and disclosures previously provided by us to you electronically, you must send us an e-mail to purchasing@cityofdenton.com and in the body of such request you must state your e-mail address, full name, US Postal address, and telephone number. We will bill you for any fees at that time, if any. To withdraw your consent with City of Denton To inform us that you no longer want to receive future notices and disclosures in electronic format you may: i. decline to sign a document from within your DocuSign account, and on the subsequent page, select the check-box indicating you wish to withdraw your consent, or you may; ii. send us an e-mail to purchasing@cityofdenton.com and in the body of such request you must state your e-mail, full name, IS Postal Address, telephone number, and account number. We do not need any other information from you to withdraw consent.. The consequences of your withdrawing consent for online documents will be that transactions may take a longer time to process.. Required hardware and software Operating Systems: Windows2000? or WindowsXP? Browsers (for SENDERS): Internet Explorer 6.0? or above Browsers (for SIGNERS): Internet Explorer 6.0?, Mozilla FireFox 1.0, NetSca e 7.2 (or above) Email: Access to a valid email account Screen Resolution: 800 x 600 minimum Enabled Security Settings: -Allow per session cookies -Users accessing the internet behind a Proxy Server must enable HTTP 1.1 settings via proxy connection ** These minimum requirements are subject to change. If these requirements change, we will provide you with an email message at the email address we have on file for you at that time providing you with the revised hardware and software requirements, at which time you will have the right to withdraw your consent. Acknowledging your access and consent to receive materials electronically To confirm to us that you can access this information electronically, which will be similar to other electronic notices and disclosures that we will provide to you, please verify that you were able to read this electronic disclosure and that you also were able to print on paper or electronically save this page for your future reference and access or that you were able to e-mail this disclosure and consent to an address where you will be able to print on paper or save it for your future reference and access. Further, if you consent to receiving notices and disclosures exclusively in electronic format on the terms and conditions described above, please let us know by clicking the 'I agree'button below. By checking the 'I Agree' box, I confirm that: • I can access and read this Electronic CONSENT TO ELECTRONIC RECEIPT OF ELECTRONIC RECORD AND SIGNATURE DISCLOSURES document; and • I can print on paper the disclosure or save or send the disclosure to a place where I can print it, for future reference and access; and • Until or unless I notify City of Denton as described above, I consent to receive from exclusively through electronic means all notices, disclosures, authorizations, acknowledgements, and other documents that are required to be provided or made available to me by City of Denton during the course of my relationship with you.