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Item 7A TIA!� JOSHUA D. SMITH rr .o'•. 116 2 8 5 AL ti he seal appearing on this document was authorized by Joshua D.Smith, Texas PE No. 116285 Date: April 22, 2015 SAVANT 0 GROUP 2435 N. Central Expressway, Suite 750 Richardson, TX 75080 214.468.8200 TBPE Firm Registration # 10286 Engineer -in -Charge: Josh Smith, P.E. PT©E Under contract with: Countryside Bible Church SAVANT' G W U P CONTENTS INTRODUCTION................................................................................................................3 EXISTING CONDITIONS.......................................................................................................4 RoadwayNetwork....................................................................................................................... 5 AnalysisMethodology................................................................................................................. 6 EXISTING CAPACITY ANALYSIS.............................................................................................. % FUTURE BACKGROUND CONDITIONS......................................................................................8 PROJECTTRAEFIC..............................................................................................................8 CTrip Generation........................................................................................................................... 8 Trip Distribution and Assignment ................. .............................................................................. 9 t FUTURE WITH PROJECT TRAFFIC(2016)............................................................................... 11 DRIVEWAY ANALYSIS....................................................................................................... 13 AuxiliaryLane Analysis.............................................................................................................. 13 5 CONCLUSIONS................................................................................................................15 0 Countryside Bible Church Traffic Impact Analysis Page 1 SAVANT Ci fZOUI' LIST OF FIGURES FIGURE1 - SITE LOCATION..................................................................................................3 FIGURE 2 - EXISTING INGRESS/EGRESS PEAK HOUR TRAFFIC VOLUMES..........................................5 FIGURE 3 - TRIP DISTRIBUTION FOR INGRESS PEAK HOUR.........................................................10 FIGURE 4 - TRIP DISTRIBUTION FOR EGRESS PEAK HOUR..........................................................11 LIST OF -FABLES TABLE 1 - INTERSECTION LEVEL OF SERVICE THRESHOLDS............................................................7 TABLE 2 - EXISTING CONDITIONS TRAFFIC CAPACITY ANALYSES...................................................7 TABLE 3 - SITE TRIP GENERATION(VEHICLES/HOUR).................................................................8 TABLL 4 - 2016 TOTAL FUTURE TRAFFIC CAPACITY ANALYSES ................................................... 13 Countryside Bible Church Traffic Impact Analysis Page 2 SAVANT�j G ROU P } INTRODUCTION Countryside Bible Church in Southlake, Texas is proposing a 37,196 square foot expansion to its existing 91,575 square foot facility. Countryside Bible Church is a non -denominational Protestant church located near the southwest corner of State Highway 114/Northwest Parkway and White Chapel Boulevard in Southlake, Texas as shown in Figure 1. The proposed expansion �f also includes an additional 250 parking spaces. The proposed expansion project is scheduled for completion in 2016. The full site plan is included in Appendix A. J FIGURE 1 - SITE LOCATION Aerial Image Source: Google Earth Countryside Bible Church Traffic Impact Analysis Page 3 SAVANT��j' G ROU P This report documents the traffic impact of the church expansion. A city project is under design to widen White Chapel Boulevard to a four -lane divided roadway and provide reconfigured access to and from Countryside Boulevard, so these improvements have been incorporated into the analysis for the 2016 build -out year. A schematic of the roadway improvement plan in the vicinity of Countryside Court is shown in Appendix B. The TIA was designed to meet the requirements of the City of Southlake, as well as be conducted in accordance with the guidelines from the Institute of Transportation Engineers (ITE). The study will present the expected trip generation from the site, study the existing and future roadway system with and without the proposed development, and develop mitigation for any deficiencies found in the existing and future roadway system that are caused by future growth that is expected with and without the development of the site. The following steps were executed to complete the analysis: •y Analysis of the existing roadway system; •.• Analysis of background growth for the build -out year of 2016; •:• Development of traffic generated from the proposed church expansion ❖ Distribution of traffic from the proposed church expansion onto the roadway system; ❖ Analysis of the roadway system with the expansion in 2016; •:* Storage lane analysis to determine if any new auxiliary lanes may be needed at either study intersection. EXISTING CONDITIONS In coordination with the City of Southlake, the following intersections were selected for Sunday church peak hour operational analysis: • SH 114 Eastbound Frontage Road at Countryside Bible Church Driveway •:• White Chapel Boulevard at Countryside Court Traffic patterns at the study intersections were observed between 9:00-10:00 AM, 10:30 AM- 11:30 AM, and 12:00-1:00 PM on typical Sundays in March and April 2015. The time periods observed cover the arrival and departure periods for the church's two primary worship services. Sunday School for both children and adults is held simultaneously with the worship services in other parts of the church campus. A schedule for the church services and average weekly attendance is included in Appendix C. Grace Community Church is adjacent to Countryside Bible Church to the south. It is a smaller church, with a single service held from 10:00 am to between 11:15 am and 11:30 am each Sunday. Countryside Bible Church Traffic Impact Analysis Page 4 SAVANT O G ROU P Existing turning movement volumes for the ingress and egress peak hours at the subject intersections are shown in Figure 2. Detailed count data is included in Appendix D. The 9:00- 10:00 am and 12:00-1:00 pm hours were selected for further analysis due to peak ingress and overall volumes from 9:00-10:00 am and peak exiting volumes from 12:00-1:00 pm. The 10:30- 11:30 hour, despite egress demand for both churches, had lower overall volumes and reduced egress demand due to many of the Countryside Bible Church congregants attending both worship services and Sunday School consecutively. FIGURE 2-ExISTING INGRESS/EGRESS PEAK HOUR TRAFFIC VOLUMES 77. j N � 4110 R T T C.� Gtit 49-0 83 -A � ,�txys�de m ro v m C f] C 0_ ROADWAY NETWORK The State Highway 114/Northwest Parkway Eastbound Frontage Road is currently a one-way, three lane road with a posted speed limit of 45 mph. There is one driveway providing access to Countryside Bible Church on this road. White Chapel Boulevard is currently a two-lane, undivided roadway with a posted speed limit of 40 mph. It is scheduled for expansion to a four lane, divided roadway. Construction is scheduled to begin in 2016. I Countryside Court is a two-lane undivided roadway that ends in a cul-de-sac less than 1,000 feet west of its intersection with White Chapel Boulevard. It provides access to Countryside Bible Church, Grace Community Church, and a small office development. Countryside Bible Church. Traffic Impact Analysis Page 5 SAVANT G ROU P As part of the roadway improvements to White Chapel Boulevard, the westbound left turn movement rom Countryside Court will be closed via median curb channelization, though the left turn movement to Countryside Court from northbound White Chapel Boulevard will be retained. After construction of the median channelization, those wishing to exit via Countryside Court to northbound White Chapel Boulevard will be required to make a right turn to southbound White Chapel Boulevard and then perform a U-turn at the next business driveway to the south. As part of a proposed development in the northwest corner of this intersection, an auxiliary lane will be added for southbound right turns. ANALYSIS METHODOLOGY Generating traffic for proposed development is typically based on information in the Trip Generation, 91h Edition, 2012 and the Trip Generation Handbook, 211 Edition, 2004, developed by the Institute of Transportation Engineers (ITE). The rates and equations in these reports were applied to the development to determine the anticipated trips generated from the development. Synchro"' version S was used to create a model of the existing roadways and perform capacity analyses of the study intersections. The capacity analysis software in SynchroTM is based on the Transportation Research Board's Highway Capacity Manual (HCM), 2000 and 2010. The HCM is a nationally recognized standard for performing capacity analyses. Capacity analyses are evaluated based on a level of service that ranges from A (excellent) to F (poor). For this study, levels of service A through ID will be considered acceptable, and levels of service E and F will be considered unacceptable. Two-way stop -controlled intersections/side street stop -controlled intersections provide a LOS for each side street movement and an overall LOS for each side street approach. The main street through movements are assumed to have LOS A since they do not stop, and therefore have no delay. The HCM does not detail how to calculate the LOS for the entire intersection. Often the side street approaches will receive a low LOS even though there are only a few cars waiting to enter the main street. Therefore, this report will consider the anticipated 95' percentile queue length as reported in the capacity analysis as an additional measure of effectiveness to supplement level of service in such cases. The delay thresholds for each level of service in the Highway Capacity Manual for stop - controlled intersections are shown in Table 1. Countryside Bible Church Traffic impact Analysis Page 6 SAVANT ��j' G ROU I' TABLE 1 - INTERSECTION LEVEL OF SERVICE THRESHOLDS LOS Control Delay Per Vehicle (seconds) STOP Controlled Intersection A _< 10 B >10 and <15 C >15 and <25 D >25 and <35 E >35 and <_50 F > 50 EXISTING CAPACITY ANALYSIS The intersections were evaluated based on the methodology previously described. Peak hour factors (representing the portion of traffic using the intersection for the busiest 15-minutes of the hour) were taken directly from the traffic counts collected at the site, and indicate significant surges in traffic associated with arrival and dismissal of the church services. Results of the existing capacity analysis can be found in Table 2. TABLE 2 - EXISTING CONDITIONS TRAFFIC CAPACITY ANALYSES Sunday Peak Hour LOS, Delay (s) Ingress Peak Hour Egress Peak Hour No. Intersection Control Approach Type 9:00-10:00 AM 12:00-1:00 PM Approach TOverall Approach Overall SH 114 EBT* - B Eastbound Side EBR * - B 1 Frontage Street * Road at Countryside Stop Bible Church NB B (10.9) B (14.4) White EB C (20.3) E (37.4) Chapel Blvd Side 2 at Street NB A (7.3) * A (0.3) Countryside Stop Court I SB - - * Level of Service is not defined by the HCM for free flowing movements or for the overall intersection at side -street stop controlled locations Countryside Bible Church Traffic Impact Analysis Page 7 SAVANT G ROU P As can be seen from Table 2, the study intersections perform acceptably for Sunday morning traffic. For the egress peak hour, the eastbound approach on Countryside Court experiences LOS E. This is generally regarded as acceptable for a short traffic peak after a gathering lets out. FUTURE BACKGROUND CONDITIONS The 2016 future build -out year background condition Sunday peak hour traffic volumes were assumed to be 4% higher than existing conditions. This rate is consistent with that assumed for recent studies of weekday commuter traffic in the area (2% annual growth south of SH 114), but adjusted higher due to the nearby Carillon development. Other recent studies have accounted for weekday commuter traffic growth of the Carillon development by assigning its trips directly. However, specific data in the ITE Trip Generation Manual for the residential and Icommercial types of land development included in the Carillon project are only available for the peak hours for those uses on a Sunday, not the 9:00-10:00 am and 12:00-1:00 pm peak hours j associated with the church. Therefore, the higher 4% growth rate has been assumed as a I surrogate for Sunday background growth due to the Carillon development. PROJECT TRAFFIC The proposed church expansion will be immediately south and east of the existing portion of the site. The additional development is expected to be completed by 2016. TRIP GENERATION Trip generation refers to the characteristic of a place for creating travel demand. ITE's Trip Generation Manual (91h Edition) estimates travel demand for different types of places based on the type and size of the place. Included are average statistics about trip generating characteristics for churches, based on a nationwide database of past studies at churches. The resulting trip generation estimates are shown in Table 3. Details of the trip generation analysis are included in Appendix E. TABLE 3 - SITE TRIP GENERATION (VEHICLES/HOUR) Land Use (ITE code in Sunday Sunday Ingress Sunday Egress parentheses) Size Total Peak Peak Trips Peak Trips Hour Trips In Out In Out Church Expansion (560) 37,196 sq. ft. 435 405 30 15 420 Church Expansion 126 9 5 133 (assumed proportional to existing trip generation) Countryside Bible Church Traffic Impact Analysis Page 8 SAVANTOGROUP Note that the directional distribution (in/out split) in the first row of Table 4 reflects the actual in/out distribution for the existing ingress and egress peak hours for church traffic rather than the 49% in/51% out distribution reported by Trip Generation. This is because the database reflects the average of only a single peak hour for each church, with approximately half of the data representing ingress peak hours and the other half representing egress peak hours. An alternative method for considering the trips that would be generated ultimately by the future expansion of the church is shown in the second row of Table 4. It considers the rate at which existing trips are generated relative to the current size of the church. The existing church buildings include 91,575 square feet of space. The adjacent Grace Community Church includes 17,639 square feet for a total of 109,214 square feet. The two churches together generate 371 ingress trips during the Sunday ingress peak hour of 9:00-10:00 am, based on the traffic counts i shown in Figure 2. Since the amount of church space on Countryside Court will be expanding by 34% (=[109,214+37,1961 / 109,214 - 1), it is rational to assume that the total number of Sunday trips could be fairly assessed as increasing by this same percentage. This would result in 126 new future ingress trips during the 9:00-10:00 am hour. Note that this is much lower than the 405 new trips shown in Table 4. During the 12:00-1:00 pm egress peak hour, Grace Community Church has already dismissed and therefore does not contribute to existing or future trip generation. The existing 327 egress peak hour trips were therefore multiplied by an adjusted percentage growth in square feet of church space (41io) that excludes the Grace Community Church from the dismissal hour. The result is 133 trips leaving the church during the egress peak hour, again much lower than forecast by the ITE methods. I SGI believes the lower trip generation estimates to be more reasonable for the new trips a expected at Countryside Bible Church due to the expansion because they are direct extrapolations of the church's current trip generation. Use of the ITE rates would imply the church's new space will generate peak hour trips at a rate over 3 times that of the church's existing space. TRIP DISTRIBUTION AND ASSIGNMENT Additional parking will be constructed south and west of existing parking, which may have the effect of shifting the route that some congregants take out of the site more towards Countryside Court. Ingress volumes are anticipated to use Countryside Court and the frontage road driveway in the same proportions as for existing conditions based on the one-way frontage road necessitating more inbound trips via Countryside Court. Countryside Bible Church Traffic Impact Analysis Page 9 SAVANT G ROU T The assumed future trips shown in Table 4 were assigned to the surrounding roads based on the existing counts, with adjustments based on engineering judgment analysis of the site plan. The distribution used for the project is shown in Figures 3 and 4. FIGURE 3 - TRIP DISTRIBUTION FOR INGRESS PEAK HOUR Aerial Image Source: http://www.dfwmaps.com Countryside Bible Church Traffic Impact Analysis Page 10 I SAVANT93 GROUP FIGURE 4 - TRIP DISTRIBUTION FOR EGRESS PEAK HOUR Aerial Image Source: http://www.dfwmaps.com FUTURE WITH PROJECT TRAFFIC (2016) Future year existing traffic volumes leaving the church were reassigned due to the closure of the left turn egress movement as part of the White Chapel Boulevard widening project. The alternative routes to the closed movement include an eastbound right turn at White Chapel Blvd. followed by a U-turn at the next available median break, or egress instead by a northbound right turn onto the SH 114 eastbound frontage road. Of the trips that would otherwise be estimated to use the removed eastbound left turning movement from Countryside Court to White Chapel Blvd, assigning 80% of these trips via the right turn/U-turn movement and 20% via the northbound driveway right turn to the eastbound SH 114 frontage Countryside Bible Church Traffic Impact Analysis Page 11 SAVANT G ROU P road resulted in equilibrium in delay between the two movements (accounting for the additional travel time to make the U-turn movement). In conjunction with the expansion of its buildings, Countryside Bible Church intends to eliminate its current 8 am worship service once the larger worship center is available. Based on the available count data and attendance figures provided by the church, SGI estimates that approximately 150 inbound trips from this service will shift to arriving during the 9-10 am peak hour. The 26 departing trips measured directly during the 9-10 am hour would likewise shift to departure during the 10:30-11:30 non -peak hour. While no new arrival trips would be anticipated during the 12:00-1:00 pm egress peak hour, approximately 75 egress trips are estimated to shift to this time, based on individuals previously attending the 8 am service following by Sunday school shifting their attendance to the 9:30 service followed by Sunday School. I The year 2016 future with Phase 3 project traffic volumes were obtained by making the above - described adjustments and then adding the project trips shown in the second row of Table 2. Figure 5 shows the predicted 2016 background plus project volumes for the study intersections during the ingress and egress peak hours. The resulting 2016 total future traffic analysis is shown in Table 4. Details of the traffic analysis are included in Appendix F. I FIGURE 5 - TOTAL FUTURE INGRESS/EGRESS PEAK HOUR TRAFFIC VOLUMES yr74� F 11e A SS CD ro , C) , , w ro , J11 r�, , G 261; �o�nkt`Jstd ro 0 ' -fl , 00 CL , Countryside Bible Church Traffic Impact Analysis Page 12 SAVANT 0 G ROU P TABLE 4 — 2016 TOTAL FUTURE TRAFFIC CAPACITY ANALYSES Sunday Peak Hour LOS, Delay (s) Ingress Peak Hour Egress Peak Hour Control No. Intersection Type Approach 9:00-10:00 AM 12:00-1:00 PNI Approach Overall Approach I Overall SH 114 EBT* Eastbound Side 1 Frontage Street EBR* - - - - Road at Countryside Stop Bible Church NB B (10.5) E (43.9) White EB B (12.0) D (25.5) Chapel Blvd Side 2 at Street NBL C (17,9) - A (0.2) - Countryside Stop Court SSR A (0.0) A (0.0) * Level of Service is not defined by the HCM for free flowing movements or for the overall intersection at side -street stop controlled locations As can be seen from comparing Table 4, all study intersection turning movements are projected to operate with acceptable level of service or with only minor increases in delay compared to existing conditions as described in Table 2. DRIVEWAY ANALYSIS As part of this analysis, the project site driveways were evaluated to determine whether they meet regulations made by the City of Southlake and TxDOT. Because the majority of future Sunday peak hour trips on Countryside Court will be related to the Countryside Bible Church in j the future, Countryside Court was considered as a driveway for purposes of comparison with the City's standards. The need for acceleration/deceleration lanes at White Chapel Boulevard at its intersection with Countryside Court was also checked. AUXILIARY LANE ANALYSIS Southbound Right Turn from White Chapel Blvd. to Countryside Court: the developer of the adjacent Southlake Office Plaza will be constructing a right turn lane for this turning movement. Therefore, no further analysis is necessary on the part of the church. Countryside Bible Church Traffic Impact Analysis Page 13 SAVANT G ROU P Northbound Left Turn from White Chapel Blvd. to Countryside Court: the developer of the adjacent Southlake Office Plaza will be constructing a temporary left turn lane for this turning movement, and the City widening project on White Chapel Boulevard will include a permanent hooded left turn deceleration lane approximately 100 feet long. Therefore, no further analysis is necessary on the part of the church. Eastbound Right Turn from SH 114 Frontage Road to Site Entrance: The TxDOT Access Management Manual specifies in Table 2-3 that deceleration lanes are required where right turn ingress volumes are expected to be in excess of 60 veh/hr during a peak hour on roadways with posted speeds less than or equal to 45 mph. Based on the 45 mph posted speed of the eastbound SH 114 frontage road and the maximum Sunday ingress peak hour right turn volume of 191 veh/hr to the site driveway from the eastbound SH 114 frontage road, the TxDOT criteria for a deceleration lane is met. However, SGI suggests that the 60 vehicle/hour criterion, while relevant in the context of weekday peak hour traffic, is arbitrary in the context of the very low through traffic volumes on the SH 114 eastbound frontage road during the 9:00-10:00 am Sunday ingress peak hour. The safety risk to through traffic of church -goers turning right from the curb lane will be minimal considering the low volume of through traffic and the easy ability for changing lanes in order to allow the curb lane to be used for deceleration. Therefore, it is recommended that a deceleration lane need not be constructed. Northbound Right Turn from Site Entrance to Eastbound SH 114 Frontage Road: The TxDOT Access Management Manual specifies in Table 2-3 that acceleration lanes are required where right turn egress volumes are expected to be in excess of 200 veh/hr during a peak hour. Based on the maximum Sunday egress peak hour right turn volume of 424 veh/hr from the site driveway to the eastbound SH 114 frontage road, the TxDOT criteria for an acceleration lane is met. However, similar to the eastbound right turn deceleration lane criterion, it is suggested that the 200 vehicle/hour criterion, while relevant in the context of weekday peak hour traffic, is arbitrary in the context of the very low through traffic volumes on the SH 114 eastbound frontage road during the 9:00-10:00 am Sunday egress peak hour. The safety risk to through traffic of church -goers turning right into the curb lane will be minimal considering the low volume of through traffic and the easy ability for changing lanes in order to allow the curb lane to be used for acceleration. Therefore, it is recommended that an acceleration lane need not be constructed. Countryside Bible Church Traffic Impact Analysis Page 14 SAVANT93GROUP CONCLUSIONS The proposed Countryside Bible Church expansion is expected to generate 135 trips during the Sunday ingress peak hour and 138 trips during the Sunday egress peak. Capacity analysis indicates acceptable operations at both study intersections serving turning traffic to and from the church in both peak hours. TOOT criteria for deceleration and acceleration lanes are met for the northern driveway on the SH 114 eastbound frontage road. However, SGI believes the capacity and safety benefits of such improvements would be marginal. Traffic volumes along the frontage road are extremely light during the Sunday peak hours, making lane changes for through traffic relatively easy to enable the curb lane to be used for acceleration and deceleration. Countryside Bible Church Traffic Impact Analysis Page 15 Countryside Bible Church Traffic Impact Study Southlake, Texas Appendix A: Site Plan 4/21 /2015 SAVA N T G RCS U l' NO1.Df1USNOD NOcf ION MiVNIMMId c� z J c� aw ewoo Lax w Mgt H OU IPoll — �a - 0 � W m .. a!i m f JIL4*�� I 1 1 I I � • �g e ---------- I1 �`-------- _ ______________________ 4------- ______ -------------- ___________________MEX ----------- I i____________ PacE ells-___ C T.M. HOOORAtl. J06 ID T.N. FOOD N0. 706Uyrp}T?pJ3.T66 vOWME A PAGE 4061 uc _ Countryside Bible Church Traffic Impact Study Southlake, Texas Appendix B: Roadway Improvement Plan Schematic SAVANT GROUP 4/21/2015 __ L6L6-6EL (6E7J / IfZSL I.'Q w = �ma91a SVX31'3`AVlH1f10S d0 ul7 R� rof� �1Oialt 009 �t^S/id 0808/��IW�dS o$ am zdeo r5 1 4?JVA3inogI3dVHO3IIHM WOLS IN 3d Il 9Sb,J=l7N lWl4H1[(c%Y IRl� 301 �J" OM'Smawwggiwi 1SN0o 3IHONJ'8 NVId JNIAVd 3Lv6 opsuaa W 21JIVW 'a NVHIVN® m �CCC0CC8CCCCCCCCBC �C®Cf�CCCCCBCCCCI�C© cCCCC®COB®®C®®9®98 00+L9 'V1S 3Nn HOIVW W W I 6 YOOZ �:I iq 99 13 J WHl a /Ns r. U I 5 ¢ 1 w W v ! s3lavn moa III ____ _ ____ ��rr III III / a M 3GIsA aLNn (I �r m � a I T ury / II K 9 C�. In HH I �N I I 41 j l ••��I I I � j3 R T.i k I j = I ..� " Z ¢ r V t t .y � v . IQI i +: o 1 ! Z I'7 I of w z J U 151 531atlH mDa N3 J i I i Bl.� i ¢! I .OL J73 AZ I 00+Z9 'V1S 3NI1 HOlVYV LO co V' (O -O (0 M (0 a (0 M (0 10 (O N (O ZFLf9 OL I <60 LF.9> v O Z 02 SZL£9 1 >b u Wz WZ' OL d MO] SL LB+99 6F'IB+99 d 10'9S+ 1Ad t0'6b 9 O W I lAd bzl9 d 10'bZ+ 55'Lf9 �[ Id KOIH 59Lf5 Jl ld hA0/H q it Y I SSLf9 al I 99 LF9 .�1 y it Y d 1016+ d 10YO bb tf9 Sn 10'OL+99 I 96'Lf9 Ol e'b'LF9 �l 11 15H9+S9 d l9DL+ co Lf9 0 >JE O LZLf9 11 ld MO] BZ2+S9 ° Nh �0 LZLF9 �l �m W� If Lf9 Jl � � j {f Lf9 aL LL di p B9'Lf9 x ,gig B9'Lf9 a( o� fb 8f9 Jl fb5f9 3L rib <B65f9> � BZ'6f9 01 �B6 "SF9> hK c WY o e WY 9S'6f9 ai 1 I 80'199 al / 9a'[bs a[ 96"069 Ol I 09x I 9059aL I O O N Countryside Bible Church Traffic Impact Study Southlake, Texas j Appendix C: Church Schedule & Attendance SAVANT' G ROU P 4/2112015 ,I Sunday Morning Ministry Locations NORTH ail {j N3 i EDUCATION N1 N4 I BUILDING N2 ......... N5 II ...... ............... �-� -� - ----� FELLOWSHIP HALL Fl F2 F3 ...,.... SOUTH 1� IiiI14 `I EDUCATION Sl 55 i BUILDING S3 56 S2 Room E Cr WORSHIP o M17 CENTER O ii fn ICI( ° rn M24 em WCenticoere M23 NURSERY CHILDREN STUDENTS ADULTS OVERFLOW Updated: 03/11/2014 fl Sunday Morning Ministry Locations It I 8:00 am WORSHIP SERVICE Worship Center NURSERY Cuddlers (0 - 8 months) M17 Crawlers (9 -13 months) M23 Walkers (14 -17 months) M24 CHILDREN 18 Months - Kindergarten Children's Building 9:30 am WORSHIP SERVICE Worship Center NURSERY Cuddlers (0 - 8 months) I M17 Crawlers (9 -13 months) I M23 Walkers (14 -17 months) I M24 CHILDREN 18 Months - 5th Grade Children's Building STUDENTS Cross Training (MS) South Education Building Cross Culture (HS) Gymnasium Roots (College) North Education Building ADULTS Ambassadors - Gospel of John Milt Powell (ESL Friendly) I S5 Bereans -The Gospel, According to Isaiah Daryl Bennett GerryAmack &Jeff Scarborough I F1 CrossWords - Acts Bryan Chandler& Dwight Custis & Chas Morse I F2 Omega - A Practical Look at Spiritual Gifts Tom Seswick I S1 11:05 am WORSHIP SERVICE Worship Center NURSERY Cuddlers (0-8 months) I M17 Crawlers (9 -13 months) I M23 Walkers (14 -17 months) I M24 CHILDREN 18 Months - 5th Grade Children's Building ADULTS Sojourners - Genesis Steve Packard& Brad Borta I F2 Fundamentals of the Faith Chris Burbridge I S1 Generations Jonathan Anderson I CB 201 OVERFLOW Worship Service Overflow Seating I N1 Updated: 09/05/2014 Josh Smith From: Josh Smith Sent: Tuesday, April 21, 2015 9:39 AM To: Josh Smith Subject: FW: Church Attendance From: Bryan Chandler [mailto:bchan955@gmail.com] Sent: Friday, April 03, 2015 11:27 AM To: Josh Smith Subject: RE: Church Attendance rI Josh, As requested: o.nn n.-i r This is the service that will be eliminated -Worship Service — 300 -Nursery/Preschool — 30 1 9:30-10:45 -Worship Service — 325 -Nursery/Preschool — 120 1 I -Elementary Sunday School — 100 1 -Youth Sunday School — 130 -College/Adult Sunday School — 300 '9 11:05-12:20 -Worship Service — 450 -Nursery/Preschool — 100 -Elementary Sunday School — 50 -Youth Sunday School — 0 -College/Adult Sunday School —100 •.1 Let me know if you need any additional information. Thanks, Bryan 1 Countryside Bible Church Traffic Impact Study Southlake, Texas 11 Appendix D: Turning Movement Count Data i1 SAVANT G w u P 4/21 /2015 Heirs X& ssociat savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Turninn Mnvemt-nt F]ata Count Name: SH 114 EBFR at Country Side Bible Church Site Cade: i Start Date: 03/22/2015 Page No: 1 Start Time Left Thru SH 114 EBFR Westbound U-Turn Peds Total Left V Right Driveway Northbound U-Turn Peds Total Thru Right SH 114 EBFR Eastbound U-Turn Peds To al Int. Total 10:30 AM 0 0 0 0 0 0 3 0 0 3 49 6 0 0 55 58 10:45 AM 0 0 0 0 0 0 51 0 0 51 46 18 0 0 64 115 Hourly Total 0 0 0 0 0 0 54 0 0 54 95 24 0 0 119 173 11:00 AM 0 0 0 0 0 0 73 0 0 73 15 7 0 0 22 95 11:15 AM 0 0 0 0 0 0 22 0 0 22 18 1 0 0 19 41 11:30AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 149 0 0 149 128 32 0 0 160 309 Approach % NaN NaN NaN - - 0.0 100.0 0.0 - - 80.0 2D.0 0.0 - - - Total % 0.0 0.0 0.0 0.0 0.0 48.2 0.0 48.2 41.4 10.4 0.0 51.8 - AII Vehtcles (no classification 0 0 0 0 0 149 0 149 128 32 0 160 309 All Ve ltga no classification 100.0 - 1e0.0 100.0 — 100.0 - - 100.0 100.0 Pedestrans 0 0 0 - - Pedestrians - - - - - - CJ Hens Vsociatt savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Count Name: SH 114 EBFR at Country Side Bible Church Site Code: 1 Start Date: 0312212015 Page No: 2 @ O N O Q D N N V O V O C V +1 fn m c a o 0312212015 10:30 AM A — O r 1O r Ending Al n S m CO o M 0312212015 11:45 AM M 'n All Vehicles m p o O o (no classification) N N + Pedestrians — 0 0 o a Z] o 0 0 U L R P 0 0 149 0 0 Q 4 0 0 0 149 0 32 149 181 0 0 0 32 149 181 Out In Total Qriveway [5] Turning Movement Data Plat fl Hens A& ssoctat savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Tttrninn MnvPmant Perak Hn11r nntn (in -.,in AW Count Name: SH 114 EBFR at Country Side Bible Church Site Code: 1 Start Date: 03/22/2016 Page No: 3 Start Time Left Thru SH 114 EBFR Westbound U-Turn Pads Total Left Right Driveway Northbound U-Turn Pads Total Thru Right SH 114 EBFR Eastbound U-Turn Peds Total Int. Total 10:30 AM 0 0 0 0 0 0 3 0 0 3 49 6 0 0 55 58 10:45 AM 0 0 0 0 0 0 51 0 0 51 46 la 0 0 64 115 11:00 AM 0 0 0 0 0 0 73 0 0 73 15 7 0 0 22 95 11:15 AM 0 0 0 0 0 0 22 0 0 22 18 1 0 0 19 41 Total 0 0 0 0 0 0 149 0 0 149 128 32 0 0 160 309 Approach % NaN NaN NaN 0.0 100.0 0.0 - - 80.0 20.0 0.0 - Total % 0.0 0.0 TO 0.0 0.0 48.2 0.0 48.2 41.4 10.4 0.0 51.8 PHF 0.000 0.000 0.000 0.000 0.000 0.510 0.000 0.510 0.653 0.444 U00 0.625 0.672 All Vehicles (no classification) 0 0 0 0 0 149 0 149 128 32 0 160 309 %All Vehicles no classification - - - - 100.0 - 100.0 100.0 100.0 - 100.0 100.0 Pedestrians - - - 0 - - - - 0 - - - - 0 - - % Pedestrians - - - Q Hens Associat savant@cjhensch,00m 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Turninq Movement Data Count Name: White Chapel Boulevard at Country Side Court Site Code: 2 Start Date: 03/22/2015 Page No: 1 Start Time Thru White Chapel Boulevard 3outhbournd Right U-Turn Peds ToW Left v White Chapel Boulevard Northbound Thru U-Turn Peds Tolal Left Country Side Court Eastbound Right U-Turn Peds Total Int. Total 10:30 AM 100 5 0 0 105 3 96 0 0 99 0 2 0 0 2 206 10:45 AM 115 17 0 0 132 19 74 0 0 93 7 19 0 0 26 25L-- Hourly Total 215 22 0 0 237 22 170 0 0 192 7 21 0 0 28 457 11:00 AM 70 7 0 0 77 7 66 0 0 73 26 27 0 0 53 203 11:15 AM 54 2 0 0 56 2 73 0 0 75 6 9 0 0 15 146 11:30 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 Grand Total 339 31 0 0 370 31 310 0 0 341 39 57 0 0 96 807 Approach % 91.6 8.4 0.0 - - 9.1 90.9 0.0 - - 40.6 59.4 0.0 Total % 42.0 3.8 0.0 - 45.8 3.8 38.4 0.0 - 42.3 4.8 7.1 0.0 - 11.9 - AII Vehicles (no classification 339 31 0 - 370 31 310 0 - 341 39 51 0 - 96 807 _ % All Vehicles [no classifications 100.0 100.0 - 100.0 100.0 100.0 - 100.0 100.0 100.0 - 100.0 100.0 Pedestrians - - - 0 - - - - 0 - - - - 0 - - % Pedestrians - - - - - - - - - - CJ Hens Associat - savant@cihensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Count Name: White Chapel Boulevard at Country Side Court Site Code: 2 Start Date: 03/22/2015 Page No: 2 White Chapel Boulevard Out In Total 349 370 719 0 0 0 349 370 719 31 339 0 0 0 0 0 0 31 339 0 U R T U P U L T P 0 31 310 0 0 0 0 0 0 31 310 0 396 341 737 0 0 0 396 341 737 Out In Total White Chapel Boulevard Turning Movement Data Plot A Hefts& Associat savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Turnina Movement Peak Hour Data (10.30 AM) Count Name: White Chapel Boulevard at Country Side Court Site Code: 2 Start Date: 03/22/2015 Page No: 3 Start Time Thru White Chapel Boulevard Sorthbound RIgh1 U-Turn Peds App. Total Left White Chapel Boulevard Northbound Thru U-Turn Pods A'Pp' Total Left Country Side Court Eastbound Right U-Turn Peds App' Total Int. Total 10:30 AM 100 5 0 D 105 3 96 0 0 99 0 2 0 0 2 206 10:45 AM 115 17 0 D 132 19 74 0 0 93 7 19 0 0 26 251 11:0D AM 70 7 0 0 77 _ 7 _ 66 _ 0 0 73 26 27 0 0 53 203 11:15 AM 54 2 0 D 56 2 73 0 0 75 6 9 0 0 15 146 Total 339 31 0 0 370 31 309 0 0 340 39 57 0 0 96 806 Approach % 91.6 8.4 0.0 - - 9.1 90.9 0.0 - - 40.6 59.4 0.0 - - - Total % 42.1 3.8 0.0 45.9 3.8 38.3 0.0 42.2 4.8 7.1 0.0 11.9 PHF 0.737 0.456 0.000 0.701 0.408 0.805 0.000 0.859 0.375 0.528 0.000 0.453 0.803 All Vehicles (no classification 339 31 0 370 31 309 0 340 39 57 0 _ 96 806 %All Vehicles (no classification ) 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 Pedestrians - 0 - - - 0 - 0 % Pedestrians - - - - - - 1 - - (I Heiis Associat savant@_cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Tllrninn MnvinmPnt flats Count Name: SH 114 EBFR at Countryside Bible Church Driveway (Sunday) Site Code: 1 Start Date: 04/12/2015 Page No: 1 Start Time Left Thru SH 114 EBFR Westbound U-Turn Peds App. Total Left Countryside Bible Church Driveway Northbound Right U-Turn Peds App. Total Thru Right SH 114 EBFR Eastbound U-Turn Peds App. Total Ink Total 9.00 AM 0 0 0 0 0 0 0 0 0 0 24 29 0 0 53 53 9:15 AM 0 0 0 0 0 0 9 0 0 9 50 68 0 0 118 127 9:30 AM 0 0 0 0 0 0 1 0 0 1 18 13 0 0 31 32 9A5 AM 0 0 0 0 0 0 5 0 0 5 26 0 0 0 26 31 Houdy Total 0 0 0 0 0 0 15 0 0 15 118 110 0 D 228 243 ..,. BREAK ... - - - - - - - - - - - - - - - 12:00 PM 0 0 0 0 0 0 2 0 0 2 23 0 0 D 23 25 12:15 PM 0 0 0 0 0 0 32 0 0 32 32 0 0 0 32 64 12:30 PM 0 0 0 0 0 0 114 0 0 114 32 0 0 0 32 146 12:45 PM 0 0 0 0 0 0 47 0 0 47 35 0 0 0 35 82 Houdy Total 0 0 0 0 0 0 195 0 0 195 122 0 0 0 122 317 Grand Total 0 0 0 0 0 0 210 0 0 210 240 110 0 D 350 560 Approach % NaN NaN NaN - - 0.0 100.0 0-0 68.6 31.4 0.0 - Total q 0.0 0.0 0.0 - 0.0 0.0 37.5 0.0 - 37.5 42.9 19.6 D.0 - 62.5 - All Vehicles (no classification 0 0 0 0 0 210 0 210 240 110 0 350 560 All Vehicles {no classification - 100.0 - 100.0 100.0 10D.0 - - 100.0 1 D0A Pedestrians 0 0 - - D - Pedestrians - - - - - - - - - - - - - - - - VHe ociatesy�i�] Ass savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Count Name: SH 114 EBFR at Countryside Bible Church Driveway (Sunday) Site Code: 1 Start date: 04/12/2015 Page No: 2 N a o A A O ~ m O NI O O O C w a 0 04112/2015 9:00 AM lm 4 Ending At 6 � O n1 m 0 0 0 04/12/2015 1:00 PM All Vehicles g o 0 o (no classification) o a n L Pedestrians - - I7� U 1 R P 0 0 210 0 D 0 0 0 0 D 210 D 110 210 320 D 6 0 110 210 320 Out In Total Countryside Bible Church Turning Movement Data Plot Hell c) ocat Associk& Count Name: SH 114 F8FR at savant@cjhensch.00m Countryside Bible Church i5215 Sycamore Ave Driveway (Sunday) Pasadena, Texas, United States 77503 Site Cade: 1 Start Date: 0411212015 281-487-5417 Page No: 3 Turninn MnvPmt-nt Pnak Hnt1r Bata (a•nn Ann) Start Time Left Thru SH 114 EBFR Westbound U-Turn Peds .. Appl Tots Leff Countryside Bible Church Driveway Northbound Right U-Turn Peds App. Total Thru Right SH 114 EBFR Eastbound U-Turn Peds App Total Int. Total 9:00 AM 0 0 0 0 0 0 0 0 0 0 24 29 0 0 53 53 9:15 AM 0 0 0 0 0 0 9 0 0 9 50 68 0 0 118 127 9:30AM 0 0 0 0 0 0 1 0 0 1 18 13 0 0 31 32 9:45 AM 0 0 0 0 0 0 5 0 0 5 26 0 0 0 26 31 Total 0 0 0 0 0 0 15 0 0 15 118 110 0 0 228 243 Approach % NaN NaN NaN - - 0.0 100.0 0.0 - - 51.8 48.2 0.0 - - Total 1/. 0.0 0.0 0.0 0.0 0.0 6.2 0.0 6.2 48.6 45.3 0.0 93.8 - PHF 0.000 OA00 0.000 0.000 0.000 0.417 0.000 0.417 0.590 0,404 0.000 0.483 0.478 All Vehicles tno class}licalion 0 0 0 0 0 15 0 15 118 110 0 228 243 % All Vehicles (no classification) 100.0 - 100.0 100.0 100.0 - 100.0 100.0 Pedestrians 0 0 - 0 - % Pedestrians - - CT Hens Associat savant cjhensch.com 5215 ycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Count Name: SH 114 EBFR at Countryside Bible Church Driveway (Sunday) Site Code: 1 Start Date: 04/12/2015 Page No: 4 Qoo�j Peak Hour Data Q r N N G! fat C LL m m m 04112/2015 9:00 AM a v N a N Ending At o 0 0 Ou r o Q o 04/12/2015 10:00 AM c o 0 o -n All Vehicles m p c (no classification) — 0 0 o a -Pedestrians -ti T-_ 0 U L R P 0 0 15 0 o a a o 0 4 15 0 110 15 125 0 0 0 110 15 125 Out In Total Countryside Bible Church Turning Movement Peak Dour Data Plot (9:00 AM) Q Hens Associat - savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Turning Movement Peak Hour Data (12:00 PM) Count Name: SH 114 EBFR at Countryside Bible Church Driveway (Sunday) Site Code: 1 Start Date: 04/12/2015 Page No: 5 Start Time Left Thru SH 114 EBFR Westbound U-Turn Peds Total Left Countryside Bible Church Driveway Northbound Right U-Turn Peds To al Thu Right SH 114 EBFR Eastbound U-Turn Peds Total Int. Total 12:00 PM 0 0 0 0 0 0 2 0 0 2 23 0 0 0 23 25 12:15 PM 0 0 0 0 0 0 32 0 0 32 32 0 0 0 32 64 12:30 PM 0 0 0 0 0 D 114 0 0 114 32 0 0 a 32 146 12:45 PM 0 0 0 0 0 D 47 0 0 47 35 0 0 0 35 82 Total 0 0 0 0 0 D 195 0 0 195 122 0 0 0 122 317 Approach % NaN NaN NaN - - 0.0 100.0 0.0 - - 100.0 0.0 0.0 - - Total % 0.0 0.0 0.0 0.0 0.0 61.5 0.0 61.5 38.5 0.0 0.0 38.5 PHF 4.000 0.000 0.000 0.000 0.000 0.428 0.000 0.428 0.871 0.000 0.000 0.871 0.543 All Vehicles (no classification) 0 0 0 0 0 105 0 195 122 0 0 122 317 %All Vehicles no classification - - - _ - - 100.0 - 100.0 100.0 - 100.0 100.0 Pedestrians - - - 0 - - - - 0 - - - - 0 - - % Pedestrians A He u Assocrttt savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Count Name: SH 114 EBFR at Countryside Bible Church Driveway (Sunday) Site Code: 1 Start date: 04/1212015 Page No: 0 Peak Hour Data 6 N O N HLL r Q O O CO N N 04/112015 12:00 PM c a — or4 r End' ngg At o oranw o O o 0411212015 1:00 PM o o -n All Vehicles (no 0 o classification) y Pedestrians 0 0 0 0 0 T-- h 0 U L R P 0 0 195 0 o a a o 0 0 195 0 0 195 195 0 0 0 0 195 195 Out In Total Countryside Bible Church Turning Movement Peak Hour Data Plot (12:00 PM) Q Hens Associat savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Turninq Movement Data Count Name: Countryside Court at White Chapel Boulevard (Sunday) Site Code: 2 Start Date: 04/12/2015 Page No: 1 Start Time Thru White Chapel Boulevard Southbound Right U-Turn Pods App. Total Left _ White Chapel Boulevard Northbcurd Thru U-Turn Peds App' Total Left Countryside Court Eastbound Right U-Turn Peds App' Total Int. Total 9:00 AM 62 25 0 0 87 25 48 0 0 73 0 0 0 0 0 160 9:15 AM 95 78 0 0 173 63 44 0 0 107 0 6 0 0 6 286 9:30 AM 53 25 0 0 78 15 49 0 0 64 3 1 0 0 4 146 9:45 AM 48 26 0 0 74 4 52 0 0 56 1 0 0 0 1 131 HourTy Total 258 154 0 0 412 107 193 0 0 300 4 7 0 0 11 723 *** BREAK- 12:00 PM 129 2 0 0 131 1 92 0 0 93 11 9 0 0 20 244 12:15 PM 97 2 0 0 99 3 159 0 0 162 9 12 0 0 21 282 12:30 PM 125 2 0 0 127 0 117 0 0 117 21 44 0 0 65 309 12:45 PM 103 0 0 0 103 2 98 0 0 100 8 18 0 0 26 229 Hourly-rotal 454 6 0 0 460 6 466 0 0 472 49 83 0 0 132 1064 Grand Total 712 160 0 0 872 113 659 0 0 772 53 90 0 0 143 1787 Approach % 81.7 18.3 0.0 - 14.6 85.4 0.0 - - 37.1 62.9 0.0 - - - Total % 39.8 9.0 0.0 48.8 6.3 36.9 0.0 43.2 3.0 5.0 0.0 8.0 - AII Vehicles (no classification) 712 160 a 872 113 659 0 772 53 90 0 143 1787 All Vehicles no classification 100.0 100.0 100.0 100.0 100.0 - 100.0 100.0 100.0 - 100.0 100.0 Pedestrians - - 0 - - 0 - 0 - - °/ Pedestrians - - - - - - - - - - - - CT Hens Associat - savant@cjhensch-cam 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Count Name: Countryside Court at White Chapel Boulevard (Sunday) Site Code: 2 Start Date: 04/12/2015 Page No: 2 N 1 L? O 0 0 D 0 F ¢ v 7 O U J U Ln ra rs 04112/2015 9:OQ AM o ` v Endingg At C 04112/2015 1:00 PM o � Co �, All Vehicles (no O N n classification) Pedestrians o 1-- - +I t White Chapel Boulevard Out In Total 712 872 1584 0 0 0 712 872 1584 160 712 0 0 D 0 D 0 160 712 0 0 R T U P U L T P 0 113 659 0 D 0 0 0 4 113 659 0 802 772 1574 0 D 0 802 772 1574 Out In Total White Chapel Boulevard Turning Movement Data Plot Q Hells Assoetat c.., savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Turninq Movement Peak Hour Data (9.00 AM) Count Name: Countryside Court at White Chapel Boulevard (Sunday) Site Code: 2 Start Date: 04/12/2015 Page No: 3 Start Time Thru White Chapel Boulevard Soulhbound Right U-Turn Peds Total Left White Chapel Boulevard Northbound Thru U-Turn Peds Total Left Countryside Court Eastbound Right U-Turn Peds Total Int. Total 9:00 AM 62 25 0 0 87 25 48 0 0 73 0 0 0 0 0 160 9:15 AM 95 78 0 0 173 63 44 0 0 107 0 6 0 0 6 286 9:30 AM 53 25 0 0 78 15 49 0 0 64 3 1 0 0 4 146 9:45 AM 48 26 0 0 74 4 52 0 _ 0 56 1 0 A 0 1 131 Total 258 154 0 0 412 107 193 0 0 300 4 7 0 0 11 723 Approach % 62.6 37A 0.0 - - 35.7 64,3 0.0 - - 36.4 63.6 0.0 - - - Total % 35.7 21.3 0.0 57.0 14.8 26.7 0.0 41.5 0.6 1.0 0.0 1.5 - PHF 0.679 0.494 0.000 0.595 0.425 0.928 0.000 0.701 0.333 0.292 0.000 0.458 0.632 All Vehicles (no classiccation 258 154 0 412 107 193 0 300 4 7 0 11 723 %AIIVehielio na classirGcation 1000 100.0 - - 100.0 100.0 100.0 - - 100.0 100.0 100.0 - - 100.0 100.0 Pedestrians - - 0 - 0 - 0 - - % Pedestrians Q Hells Associat &- savant@cihensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Count Name: Countryside Court at White Chapel Boulevard (Sunday) Site Code: 2 Start Date: 0411212015 Page No: 4 N 1 Is N N Q _ Peak Hour Data � O N O N �~ S O °a 04/1212015 9:00 AM Endingg At 04/1212015 10:00 AM All Vehicles {no p CC„ fq classification Pedestrians White Chapel Boulevard Out In Total 197 412 609 0 0 0 197 412 609 154 258 0 0 a a Q Q 154 258 0 U R T U P U L T P 0 107 193 0 0 0 0 0 0 107 193 0 205 300 565 0 0 0 265 300 565 Out In Total white Chapel Boulevard Turning Movement Peak Hour Data Plot (9:00 AM) Q Hens Associat - savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Turninq Movement Peak Hour Data (12:00 PM) Count Name: Countryside Court at White Chapel Boulevard (Sunday) Site Code: 2 Start Date: 04/12/2015 Page No: 5 Start Time Thru White Chapel Boulevard Southbound Right U-Turn Peds Total Left White Chapel Boulevard Northbound Thru ll-Turn Peds Total heft Countryside Court Eastbound Right a -Turn Peds Total Int, Total 12:00 PM 129 2 0 0 131 1 92 0 0 93 11 9 0 0 20 244 12:15 PM 97 2 0 0 99 3 159 0 0 162 9 12 0 0 21 282 12:30 PM 125 2 0 0 127 0 117 0 0 117 21 44 0 0 65 309 12:45 PM 103 0 0 0 103 . 2 98 0 0 100 8 18 0 0 26 229 Total 454 6 0 0 460 6 466 0 D 472 49 83 0 0 132 INA Approach % 98.7 1.3 0.0 - - 1.3 98.7 0.0 - 37.1 62.9 0.0 - - Total % 42.7 0.6 0.0 43.2 0.6 43.8 0.0 44.4 4.6 7.8 0.0 12.4 PHF 0.880 0.750 0.000 0.878 0.500 0.733 0.000 0.728 0.583 0.472 0.000 0.5D8 0.861 All Vehicles (no classification) 454 6 0 460 6 466 0 472 49 83 0 132 1064 14.1111 Vehicles (no classification)) 100.0 100.0 - - 100,0 100.0 100.0 - - 100.0 10010 100.0 - - 100.0 100.0 Pedestrians 0 - - 0 - - - 0 - - % Pedestrians - - - - - - - - - �o�oa N O W C Z U 0 0 0 o a , x t&' Assactat savant@c;hensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 In Total 515 460 975 p 0 0 515 460 975 White Chapel Boulevard Out 6 454 0 0 0 0 0 0 6 454 0 0 R T II U__ P IS Peak Hour Data 04/12/2015 12:00 PM Endingg At 0411212015 1:00 PM All Vehicles (no classification) Pedestrians � h t U L T P 0 6 466 0 0 0 0 0 0 B 466 0 537 472 1009 o a o 537 472 loos Out In Total White Chapel Boulevard Turning Movement Peak Hour Data Plot (12:00 PM) Count Name: Countryside Court at White Chapel Boulevard (Sunday) Site Code: 2 Start Date: 04/12/2015 Page No: 6 Countryside Bible Church Traffic Impact Study Southlake, Texas Appendix E: Trip Generation Worksheets SAVANT' G ROU P 4/21/2015 Trip Generation ITE Trip Generation, 9th Edition (2012) Project Countryside Bible Church Traffic Impact Analysis Project Number 225-001 Client Countrvside Bible Church Site Countryside Bible Church Expansion Number of Units* 37.196 Land Use Church ITE Code 560 Saturdays Trips = 10.37 (# units) Saturdays (peak hour of generator) Trips = 3.54 (# units) Sundays Ln(Trips) - 0.59Ln(# units) +4.77 Sundays (peak hour of generator) Trips = 9.48 (# units) + 82.08 Trips Total Number Percent In Out Number In Out 386 50% 50% 193 193 Trips Total Number Percent In Out Number In Out 132 71% 29% 94 38 Trips Total Number Percent In Out Number In Out 996 50% 50% 498 498 Trips Total Number Percent In Out Number In Out 435 49% 51% 213 222 SAVANT'GROUP Countryside Bible Church Traffic Impact Study Southlake, Texas Appendix F: Traffic Analysis Worksheets SAVANT' GROUP 4/21/2015 9 J Countryside Bible Church TIA Existing Ingress 1: North Driveway & SH 114 EBFR Intersection int Delay, slveh 0.8 Movement EBT EBR W8L WBT NBL NBR j Vol, vehlh 118 110 0 0 0 15 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Stop Stop Stop Stop RT Channelized - None None None Storage Length - - - - 0 Veh in Median Storage, # 0 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 59 40 100 100 100 42 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 200 275 0 0 0 36 Conflicting Flow All 0 0 338 237 Stage 1 - - 338 - Stage 2 0 - Critical Hdwy 6.44 7.14 Critical Hdwy Stg 1 7.34 - Critical Hdwy Stg 2 - - Follow-up Hdwy - - 3.82 3.92 Pot Cap-1 Maneuver 613 651 Stage 1 - 563 - Stage 2 - - Platoon blocked, % - Mov Cap-1 Maneuver - 613 651 Mov Cap-2 Maneuver - 613 - Stage 1 _ 563 - Stage 2 - - - - Approach EB NB HCM Control Delay, s 0 10.9 HCM LOS B Minor Lane/Maior Mvmt NBLn1 EBT EBR Capacity (vehlh) 651 HCM Lane VIC Ratio 0.055 - HCM Control Delay (s) 10.9 HCM Lane LOS B - HCM 95th %tile Q(veh) 0.2 HCM 2000 Unsignalized Synchro 8 Report Countryside Bible Church TIA Existing Ingress 2: White Chapel Blvd & Countryside Crt Intersection Int Delay, slveh 2.9 Movement EBi_ EBR NBL NBT SBT SBR Vol, vehlh 4 7 107 193 258 154 Conflicting Peds, #1hr 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 33 29 42 93 68 49 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 12 24 255 208 379 314 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1254 537 694 0 - 0 Stage 1 537 - - - - - Stage 2 717 - - - - - Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 5.42 - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - 1 Pot Cap-1 Maneuver 190 544 901 - Stage 1 586 - - - - Stage 2 484 - - - Platoon blocked, % - Mov Cap-1 Maneuver 129 544 901 Mov Cap-2 Maneuver 129 - - - - - Stage 1 586 Stage 2 329 - - Approach `EB NB SB HCM Control Delay, s 20.9 5.8 0 HCM LOS C Minor Lane/Maior Mvmt Capacity (vehlh) HCM Lane V1C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) NBL NBT EBLn1 SBT SBR 901 262 0.283 - 0.138 10.6 0 20.9 8 A C - 1.2 - 0.5 - HCM 2000 unsignalized Synchro 8 Report Countryside Bible Church TIA Existing Egress 1: North Driveway & SH 114 EBFR Intersection Int Delay, slveh 11 Movement EBT EBR W8L WBT NBL _ NBR__-- --- - ;� Vol, vehlh 122 0 0 0 0 195 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Stop Stop Stop Stop RT Channelized None None - None Storage Length - - - - 0 Veh in Median Storage, # 0 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 87 100 100 100 100 43 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 140 0 0 0 0 453 Conflicting Flow All 0 0 140 69 Stage 1 - - 140 - Stage 2 - 0 - Critical Hdwy 6.44 7.14 Critical Hdwy Stg 1 _ _ 7.34 Critical Hdwy Stg 2 - - - - j Follow-up Hdwy 3.82 3.92 1 Pot Cap-1 Maneuver = _ 789 831 Stage 1 - - 762 - Stage 2 - - - - Platoon blocked, % - Mov Cap-1 Maneuver - 789 831 Mov Cap-2 Maneuver - 789 - Stage 1 762 Stage 2 _ = _ Approach EB NB 1 HCM Control Delay, s 0 14.4 HCM LOS B Minor Lane/Maor Mvmt NBLn1 EBT EBR Capacity (vehlh) 831 HCM Lane VIC Ratio 0.546 - HCM Control Delay (s) 14.4 HCM Lane LOS B HCM 95th %tile Q(veh) 3.4 1 HCM 2000 Unsignalized Synchro 8 Report fC Countryside Bible Church TIA Existing Egress 2: White Chapel Blvd & Countryside Crt Intersection Int Delay, s/veh 6.9 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 49 83 6 466 454 6 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 a Y 0 0 y Peak Hour Factor 58 47 50 73 88 75 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 84 177 12 638 516 8 SEEM IF Conflicting Flow All 1182 520 524 0 0 Stage 1 520 - - - - Stage 2 662 - - - - Critical Hdwy 6.42 6.22 4.12 - - Critical Hdwy Stg 1 5.42 - - - - Critical Hdwy Stg 2 5.42 - - - - t Fallow -up Hdwy 3.518 3.318 2.218 - - Pot Cap-1 Maneuver 210 556 1043 Stage 1 597 - - - - - Stage 2 513 - - Platoon blocked, % Mov Cap-1 Maneuver 206 556 1043 - Mov Cap-2 Maneuver 206 - - - 1 Stage 1 597 - Stage 2 504 - - Approach EB NB SB HCM Control Delay, s 37.6 0.2 0 HCM LOS E Minor Large/Major Mvmt NBL NBT E8Ln1 SBT SBR Capacity (veh/h) 1043 359 HCM Lane VIC Ratio 0,012 - 0.727 - - HCM Control Delay (s) 8.5 0 37.6 HCM Lane LOS A A E - - HCM 95th %tile Q(veh) 0 - 5.5 E HCM 2000 Unsignalized Synchro 8 Report Countryside Bible Church TIA Future + Project Ingress 1: North Driveway & SH 114 EB1=R —4. 4— Movement EBT EBR WBL WBT NBL NBR Lane Configurations ftll� if Volume (vehlh) 123 191 0 0 0 11 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.59 0A0 1.00 1.00 1.00 0.42 r Hourly flow rate (vph) 217 478 0 0 0 26 Pedestrians ` Lane Width (ft) Walking Speed (ftls) I Percent Blockage i Right turn Flare (veh) Median type None None Median storage veh) Upstream signal (ft) 340 pX, platoon unblocked vC, conflicting volume 694 456 311 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 694 456 311 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 i p0 queue free % 100 100 96 ` cM capacity (vehlh) 897 533 685 Wkection, Lane # EB 1 EB 2 EB 3 NB 1 Volume Total 87 87 521 26 Volume Left 0 0 0 0 Volume Right 0 0 478 26 cSH 1700 1700 1700 685 Volume to Capacity 0.05 0.05 0,31 0.04 Queue Length 95th (ft) 0 0 0 3 Control Delay (s) 0.0 0.0 0.0 10.5 Lane LOS B Approach Delay (s) 0.0 10.5 Approach LOS B Intersection Summary j Average Delay 0.4 Intersection Capacity Utilization 16.8% ICU Level of Service A Analysis Period (min) 15 HCM 2000 Unsignalized Synchro 8 Report Countryside Bible Church TIA Future + Project Ingress 2: White Chapel Blvd & Countryside Crt } I I t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r tt tll;). Volume (vehlh) 0 5 186 203 268 268 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.33 0.29 0.42 0.93 0.68 0.49 l Hourly flow rate (vph) 0 17 443 227 410 547 Pedestrians fl Lane Width (ft) Walking Speed (fVs) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 355 pX, platoon unblocked vC, conflicting volume 1683 478 957 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1683 478 957 tC, single (s) 6.8 6.9 4.1 i tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 97 38 o cM capacity (vehlh) 32 533 714 Direction, Lane 4 EB 1 NB 1 NB 2 NB 3 SB 1 SS 2 r Volume Total 17 443 114 114 273 684 Volume Loft 0 443 0 0 0 0 Volume Right 17 0 0 0 0 547 cSH 533 714 1700 1700 1700 1700 Volume to Capacity 0.03 0.62 0.07 0.07 0.16 0.40 ` Queue Length 95th (ft) 3 108 0 0 0 0 Control Delay (s) 12.0 17.9 0.0 0.0 0.0 0.0 Lane LOS B C Approach Delay (s) 12.0 11.8 0.0 Approach LOS B Intersection Summary i Average Delay 4.9 Intersection Capacity Utilization 33.3% ICU Level of Service A Analysis Period (min) 15 HCM 2000 Unsignalized Synchro 8 Report Countryside Bible Church TIA Future + Project Egress 1- North Driveway & SH 114 EBFR Movement EBT EBR WBL WBT NBL NBR I Lane Configurations +0 r Volume (vehlh) 127 0 0 0 0 424 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.87 1.00 1.00 1.00 1.00 0.43 Hourly flow rate (vph) 152 0 0 0 0 986 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 340 pX, platoon unblocked vC, conflicting volume 152 152 51 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 152 152 51 tCs single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 21 3.5 3.3 p0 queue free % 100 100 2 cM capacity (vehlh) 1427 825 1007 Direction, Lane # EB 1 EB 2 EB 3 NB 1 Volume Total 61 61 30 986 Volume Left 0 0 0 0 Volume Right 0 0 0 986 cSH 1700 1700 1700 1007 Volume to Capacity 0.04 0.04 0.02 0.98 Queue Length 95th (ft) 0 0 0 450 Control Delay (s) 0.0 0.0 0.0 43.9 Lane LOS E Approach Delay (s) 0.0 43.9 Approach LOS E Average Delay 38.1 Intersection Capacity Utilization 36.3% ICU Level of Service A Analysis Period (min) 15 HCM 2000 Unsignalized Synchro 8 Report Countryside Bible Church TIA Future + Project Egress 2: White Chapel Blvd & Countryside Crt t I Movement EBL EBR NBL NBT SBT SBR Lane Configurations r tt tT+ Volume (vehlh) 0 261 8 524 472 8 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.58 0.47 0.50 0.73 0.88 0.75 Hourly Flow rate (vph) 0 555 16 747 558 11 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 355 pX, platoon unblocked vC, conflicting volume 968 284 568 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 968 284 568 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 22 98 cM capacity (vehlh) 247 713 1000 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 555 16 373 373 372 197 Volume Left 0 16 0 0 0 0 Volume Right 555 0 0 0 0 11 cSH 713 1000 1700 1700 1700 1700 Volume to Capacity 0.78 0.02 0.22 0.22 0.22 0.12 Queue Length 95th (ft) 191 1 0 0 0 0 Control Delay (s) 25.5 8.7 0.0 0.0 0.0 0.0 Lane LOS D A Approach Delay (s) 25.5 0.2 0.0 Approach LOS D r�_-iL '}._ � W�4' }�; _dJusp� Average Delay 7.6 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15 HCM 2000 Unsignalized Synchro 8 Report