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HomeMy WebLinkAboutCharleston Lakes TIATraffic Impact Analysis Pie* for Sdbzy W atte H616p, Ix Proposed Residential Development Charleston Lakes Newdnuefowdy,Nf Project Number: 06-123 8/22/2006 W, A. ft JM4" 4A- 40M Mai 4 00�\M1111 C A I/Iz o:. zz �Dl � 0/0111111111\0 Charleston Lakes- Traffic Impact Analysis Prepared for Sidbury Real Estate Holdings, LLC August 22, 2006 Executive Summary Sidbury Real Estate Holdings, LLC proposes to build 130 units of single family housing off Sidbury Road in New Hanover County, NC (see figure 1). The site plan proposes two new access points on Sidbury Road. The North Carolina Department of Transportation (NCDOT) has required a traffic analysis to determine the effect of this proposed development. Transportation engineering consultant firm John Davenport Engineering, Inc. along with Mandala Services, Inc. was contracted by the developer of this project to provide this traffic analysis. The following intersections were included in this study: • NC 132 (N. College Road) @ Blue Clay Road • Blue Clay Road @ Sidbury Road • Sidbury Road @ Old Dairy Farm Road • Sidbury Road @ Proposed Access #1 • Sidbury Road @ Proposed Access #2 These intersections were analyzed for the following scenarios: • 2006 Existing • Future No -Build Conditions (including all offsite developments) • Future Build -Out Conditions The proposed build -out for this development is 2010. Based on the ITE Trip Generation Manual, the Charleston Lakes development is expected to generate approximately 1,324 new trips; with 100 during the AM peak and 136 during the PM peak. 8/22/2006 06-123 Charleston Lakes 1 The following is the level of service table for the projected impact of this development: Level of Service AM Peak PM Peak 2010 2010 Intersection 2006 Future Future Future 2006 FutuOre Future Existing N Build Existing B i Build Build - College Road Gay B (12.8) B (15.4) B (16.4) B (13.4) B (17.7) B (19.3) Blue Clay Road Blue Clay Road Q B (11.4) B (12.1) B (13.4) B (10.7) B (11.2) B (12.4) Sidbury Road WBL WBL WBL WBL WBL WBL Sidbury Road Q B (11.4) B (12.1) B (13.6) B (10.4) B (10.8) B (12.1) Old Dairy Farm SBL SBL SBL SBL SBL SBL Road Sidbury Road @ B (10.2) B (11.3) Proposed Access SBL SBL #1 Sidbury Road @ A (9.7) B (10.7) Proposed Access SBL SBL #2 Based on the traffic analysis results, the studied intersections are currently functioning well within capacity. This purpose of this study was to determine if that would still be the case with the construction of this project. The analysis indicates that all of the studied intersections will still function at an acceptable level of service (including trips from North Chase Apartments). Furthermore, there should only be a nominal increase in overall intersection delay. The level of service for the existing intersections is expected to remain unchanged. A Turn Lane analysis based on the NCDOT Driveway Manual was conducted for the both proposed entrances. Based on this analysis a 50-foot left turn lane will be needed at proposed access #1. In summary, all of the study intersections can be expected to operate at the same LOS (A or B) regardless of whether this project is build or not. This project can be expected to add traffic to the study area, however there is adequate capacity to handle the increase in traffic. The recommended configuration of the proposed access point will adequately address the projected impact on Sidbury Road. Finally, there are no offsite geometric improvements recommended for this project. 8/22/2006 06-123 Charleston Lakes 2 Charleston Lakes - Traffic Impact Analysis Prepared for Sidbury Real Estate Holdings, LLC August 22, 2006 Table of Contents 1.0 Introduction................................................................................................................ 4 2.0 Existing Conditions.................................................................................................... 5 2.1 Inventory............................................................................................................. 5 2.2 Surrounding Development............................................................................... 5 3.0 Approved Development........................................................................................... 6 4.0 Analysis of Proposed Site Development................................................................ 6 4.1 Methodology....................................................................................................... 6 4.2 Trip Generation.................................................................................................. 6 4.3 Trip Distribution................................................................................................ 7 4.4 Level of Service Analysis.................................................................................. 8 4.5 Level of Service Analysis Results..................................................................10 5.0 Conclusion and Recommendations.......................................................................15 Figures.............................................................................................................................16 Figure1 Site Plan........................................................................................................17 Figure2 Vicinity Map................................................................................................18 Figure 3 2006 Existing Traffic Volumes..................................................................19 Figure4 Trip Distribution......................................................................................... 20 Figure 5 2010 Future No -Build (Including Offsite)............................................... 21 Figure6 Site Trips...................................................................................................... 22 Figure7 2010 Future Build........................................................................................ 23 Appendix......................................................................................................................... 24 LOSAnalysis.............................................................................................................. 25 NC 132 (N. College Road) @ Blue Clay Road .................................................... 26 Blue Clay Road @ Sidbury Road.......................................................................... 27 Sidbury Road @ Old Dairy Farm Road............................................................... 28 Sidbury Road @ Proposed Access#1.................................................................. 29 Sidbury Road @ Proposed Access#2.................................................................. 30 TripGeneration.......................................................................................................... 31 TrafficVolume Data.................................................................................................. 32 SignalTiming Data/ ........................................................................................ 33 8/22/2006 06-123 Charleston Lakes 3 1.0 Introduction Sidbury Real Estate Holdings, LLC proposes to build 130 units of single family housing off Sidbury Road in New Hanover County, NC (see figure 1). The site plan proposes two new access points on Sidbury Road. The North Carolina Department of Transportation (NCDOT) has required a traffic analysis to determine the effect of this proposed development. Transportation engineering consultant firm John Davenport Engineering, Inc. along with Mandala Services, Inc. was contracted by the developer of this project to provide this traffic analysis. The following intersections were included in this study: • NC 132 (N. College Road) « Blue Clay Road • Blue Clay Road a Sidbury Road • Sidbury Road ci Old Dairy Farm Road • Sidbury Road « Proposed Access #1 • Sidbury Road @ Proposed Access #2 These intersections were analyzed for the following scenarios: • 2006 Existing • Future No -Build Conditions (including all offsite developments) • Future Build -Out Conditions The proposed build -out for this development is 2010. 8/22/2006 06-123 Charleston Lakes 4 2.0 Existing Conditions 2.1 Inventory Field survey and research was conducted by JDE staff to determine the existing conditions of the transportation facilities within the study area. Table 2.1 contains the results of this effort. Table 2.1 Roadway Inventory Facility Cross Pavement Speed Route # Maintenance Name Section Width Limit N. College NC 132 2-lane Approximately 55 MPH NCDOT Road undivided 24' Blue Clay SR 1318 2-lane Approximately 45 MPH NCDOT Road undivided 24' Sidbury SR 1336 2-lane Approximately 45 MPH NCDOT Road undivided 24' Old Dairy SR 2181 2-lane Approximately 45 MPH NCDOT Farm Road undivided 24' 2.2 Surrounding Development This project is proposed to be located off Sidbury Road. Development surrounding this site is mostly rural residential. 8/22/2006 06-123 Charleston Lakes 3.0 Approved Development Approved developments are developments that have been recently approved in the area, but not yet constructed. The following approved development was included in this study: North Chase Apartments is an approved development which is located near the site. The site consists of 432 units of apartments. A traffic impact study was conducted by Mandala Services, Inc. in October 2005. The TIA indicated that this project would generate approximately 2,747 trips per day at full build -out; with 215 AM (43 Enter-172 Exit) peak hour trips and 255 PM (166 Enter- 89 Exit) peak hour trips. This project is proposed to be built out in 2007. These trips were included as background traffic for the future build conditions. 4.0 Analysis of Proposed Site Development 4.1 Methodology The study intersections were analyzed to determine the impact of this proposed development. The following is a table containing the location and date of the traffic counts taken for this project: Count Location: Date Taken: Dr. NC 132 @ Blue Clay Road 8/4/2006 JDE Blue Clay Road @ Sidbury Road 8/3/2006 JDE Sidbury Road @ Old Farm Dairy Road 8/2/2006 JDE The traffic volumes for the proposed entrances on Sidbury Road were projected utilizing the traffic volumes collected at the intersection of Blue Clay Road and Sidbury Road. To accommodate for the growth of the study area, a growth rate of 3% per year was used to determine the projected traffic volumes. Figure 3 contains the existing 2006 traffic volumes. The AM and PM peaks were analyzed for existing and projected 2010 traffic volumes (No-Build/Build). The projected volumes for 2010 are included in Figure 7. 4.2 Trip Generation As stated earlier, Sidbury Real Estate Holdings, LLC proposed to build a single family residential community. The ITE software was used to develop the projected trips for this development. Table 1 contains the results. 8/22/2006 06-123 Charleston Lakes 0 4.3 Trip Distribution Trips for this proposed development were distributed based on the existing traffic patterns collected and engineering judgment. The proposed trip distribution for this project can be found in Figure 4. Figure 6 contains the site trips for this project. Trip Generation Charleston Lakes Summary of Trip Generation Calculation For 130 Dwelling Units of Single Family Detached Housing 15-Au -06 AM Peak PM Peak 24IIour Two - IIour Hour Way Volume Land Use Size Enter Exit Enter Exit Single Family Detached Housing 130 Dwelling Units 1324 25 75 86 50 Total 1 1324 1 25 1 75 1 86 1 50 8/22/2006 06-123 Charleston Lakes 7 4.4 Level of Service Analysis The Transportation Research Board's Highway Capacity Manual (HCM) utilizes a term "level of service" to measure how traffic operates in intersections and on roadway segments. There are currently six levels of service ranging from A to F. Level of Service "A" represents the best condition and Level of Service "F" represents the worst. Below are figures that give Level of Service (LOS) criteria for signalized and unsignalized intersections. Table 2 -Highway Capacity Manual Levels of Service and Control Delay Criteria Signalized Intersection Unsignalized Intersection Level of Service Control Delay Per vehicle (sec) Level of Service Delay Range (sec) A <_10 A <_10 B >10and<_20 B >10and<_15 C > 20 and <_ 35 C > 15 and <_ 25 D > 35 and <_ 55 D > 25 and <_ 35 E >55and<_80 E >35and <_50 F > 80 F > 50 Synchro Traffic Modeling Software (Version 6.0) was used to analyze the studied intersections. This software is based on the methodology outlined in the Highway Capacity Manual 2000 (HCM). Note for unsignalized intersection analysis, the level of service noted is for the worst approach of the intersection. This is typically the left turn movement for the side street approach, due to the number of opposing movements. The results of this analysis are displayed in Table 3. All worlcsheet reports from the analyses can be found in the Appendix. 8/22/2006 06-123 Charleston Lakes 8 The following table represents the summary of the level of service analysis: Level of Service AM Peak PM Peak 2010 Intersection 2006 Future Future 2006 Future Future Existing No- Build Existing No- Build Build Build College Road @ B (12.8) B (15.4) B (16.4) B (13.4) B (17.7) B (19.3) Blue Clay Road Blue Clay Road @ B (11.4) B (12.1) B (13.4) B (10.7) B (11.2) B (12.4) Sidbury Road WBL WBL WBL WBL WBL WBL Sidbury Road ® B (11.4) B (12.1) B (13.6) B (10.4) B (10.8) B (12.1) Old Dairy Farm SBL SBL SBL SBL SBL SBL Road Sidbury Road ® B (10.2) B (11.3) Proposed Access SBL SBL #1 Sidbury Road ® A (9.7) B (10.7) Proposed Access SBL SBL #2 8/22/2006 06-123 Charleston Lakes 9 4.5 Level of Service Analysis Results NC 132 (N. College Road) @ Blue Clay Road This intersection is currently signalized. The signal timing was provided by the NCDOT. When modeled with the 2006 traffic volumes, the intersection operates at a LOS B during both the AM and PM peak. Under the 2010 future no -build conditions with the background traffic and offsite development, the level of service can be expected to remain the same during both peaks (LOS B). Under the 2010 future build conditions at full build out with the background traffic and trips generated by the site, the level of service is expected to remain the same during both peaks (LOS B). AM Peak PM Peak 2010 10 2010 2010 Intersection 2006 Future Future 2006 Future Future Existing No- Build Existing No- Build Build Build College Road ® B (12.8) B (15.4) B (16.4) B (13.4) B (17.7) B (19.3) Blue Clay Road 8/22/2006 06-123 Charleston Lakes I O Blue Clay Road @ Sidbury Road This intersection is currently unsignalized. When modeled with the 2006 traffic volumes, the intersection operates at a LOS B during both the AM and PM peak. Under the 2010 future no -build conditions with the background traffic and offsite development, the level of service can be expected to remain the same during both peaks (LOS B). Under the 2010 future build conditions at full build out with the background traffic and trips generated by the site, the level of service is expected to remain the same during both peaks (LOS B). AM Peak PM Peak 2010 2010 2010 2010 Intersection 2006 Future Future 2006 future Future Existing No- Build Existing No- Build Build Build Blue Clay Road @ B (11.4) B (12.1) B (13.4) B (10.7) B (11.2) B (12.4) Sidbury Road WBL WBL WBL WBL WBL WBL 8/22/2006 06-123 Charleston Lakes 11 Sidbury Road @ Old Dairy Farm Road This intersection is currently unsignalized. When modeled with the 2006 traffic volumes, the intersection operates at a LOS B during the AM peak and a LOS B during the PM peak. Under the 2010 future no -build conditions with the background traffic and offsite development, the level of service can be expected to remain the same during both peaks (LOS B/ LOS B respectively). Under the 2010 future build conditions at full build out with the background traffic and trips generated by the site, the level of service is expected to remain the same during both peaks (B/ B). AM Peak PM Peak 2010 2010 2010 Intersection 2006 Future Future 2006 Futurre Future Existing No- Build Existing No- Build Build Build Sidbury Road @ B (11.4) B (12.1) B (13.6) B (10.4) B (10.8) B (12.1) Old Dairy Farm SBL SBL SBL SBL SBL SBL Road 8/22/2006 06-123 Charleston Lakes 1 Sidbury Road @ Proposed Access #1 This is one of the proposed entrances to the development from Sidbury Road. It is proposed to be unsignalized and a full access point. Under the 2010 future build conditions at full build out with the background traffic and trips generated by the site, the level of service is expected to be the same during both peaks (LOS B). AM Peak PM Peak 2010 Intersection 2006 Future Futu0re 2006 Future Future Existing No- Build Existing No- Build Build Build Sidbury Road ® B (10.2) B (11.3) Proposed Access SBL SBL #1 8/22/2006 06-123 Charleston Lakes 13 Sidbury Road @ Proposed Access #2 This is one of the proposed entrances to the development from Sidbury Road. It is proposed to be unsignalized and a full access point. Under the 2010 future build conditions at full build out with the background traffic and trips generated by the site, the level of service is expected to be a LOS A during the AM peak and a LOS B during the PM peak. AM Peak PM Peak 2010 2010 2010 2010 Intersection 2006 Future Future 2006 Future Future Existing No- Build Existing No- Build Build Build Sidbury Road @ A (9 B (1 Proposed Access SBL SBL #2 FFER ��P�ROPOS�EDLA�NDSCAPE_ BERI 8/22/2006 06-123 Charleston Lakes 14 5.0 Conclusion and Recommendations Based on the traffic analysis results, the studied intersections are currently functioning well within capacity. This purpose of this study was to determine if that would still be the case with the construction of this project. The analysis indicates that all of the studied intersections will still function at an acceptable level of service (including trips from North Chase Apartments). Furthermore, there should only be a nominal increase in overall intersection delay. The level of service for the existing intersections is expected to remain unchanged. A Turn Lane analysis based on the NCDOT Driveway Manual was conducted for the both proposed entrances. Based on this analysis a 50-foot left turn lane will be needed at proposed access #1. In summary, all of the study intersections can be expected to operate at the same LOS (A or B) regardless of whether this project is build or not. This project can be expected to add traffic to the study area, however there is adequate capacity to handle the increase in traffic. The recommended configuration of the proposed access point will adequately address the projected impact on Sidbury Road. Finally, there are no offsite geometric improvements recommended for this project. 8/22/2006 06-123 Charleston Lakes 15 FIGURES 8/22/2006 06-123 Charleston Lakes 16 0 uo16uiwl!m ;o sa�o-j uo}saljoy3 Qow:)N'"a.9mww �+++•p m� waa ewn -0a= so" sI1 nMgRJyr 0 iV�d .,2JVNMMHd aswaw oH31Y1s rna.aaeas aaov�wso Vd 'ONUInSN00 • • • z In • ,--'�` ^� � `�� leas � � • I � 1 l ��i�G��i�G�!'� �G JV • , / //// 1I e�Qg3i� • e • � art � i • - ��fibi Oil Ib — Sf➢BURY ROAD 60 ROV — — — — • • 7 O Q4 O , u' Po Cr ,� .0 FIGURE 2 VICINITY MAP CHARLESTON LAKES • PROJECT NUMBER 06-123 l 45°/ 150, LEGEND ®SIGNALIZED INTERSECTION TRAFFIC ~ MOVEMENT PERCENTAGE UNSIGNALIZED INTERSECTION • PROPOSED UNSIGNALIZED PROPOSED ACCESS TRAFFIC VOLUMES IN = ENTERING OUT = EXITING FIGURE 4 TRIP DISTRIBUTION CHARLESTON LAKES • PROJECT NUMBER ,%JD �06-123 0 z i N � z z O �z r COLLEGE ROAD(100V ,e- 10'%, IN OLD DAIRY FARM 0 0 wO O C -1 o t 55'%. OUT o r 15"i, OUT ---------ACCESSI rJ � n r 25'%. OUT d 5'%nOUTACCESS ----- ------ ? e N z z 0% o�w v 4 39 (47) 200 (344) 156 (23) COLLEGE ROAD O 35 (79) 59 (518) c aD 88 (162) 7 " o —„y LEGENDLINSIGNALIZED G� C! 9y R O90 j,91/9y W N i �Jw y = 7 (10) 339 (147) OLD DAIRY FARM -C ,y • O v ---------------- ACCESS 1 N W `D N + FIGURE 5 ---ACCESS 2 2011 + OFFSITE CHARLESTON LAKES N • PROJECT NUMBER 06-123 ®SIGNALIZED INTERSECTION TRAFFIC ~ MOVEMENT INTERSECTION • PROPOSED UNSIGNALIZED PROPOSED ACCESS TRAFFIC VOLUMES AM (PM) APPENDIX 8/22/2006 06-123 Charleston Lakes 24 LOS ANALYSTS 8/22/2006 06-123 Charleston Lakes 25 NC 132 (N. COLLEGE ROAD) @ BLUE CLAY ROAD • 8/22/2006 06-123 Charleston Lakes 26 Lanes, Volumes, Timings 3• Blue Clay Road & College Road #� I8/22/2006 Lane Configurations '� 1� T+ I I I t.. r 1�- Ideal Flow (vphpl) 1900, 1900 1900 1900 1900 1900, ," 1900 1900 1900 , 1900 1900 1900 Storage Length (ft) 150 0 150 0 250 300 500 0 Storage Lanes 1 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) ' 50: 50 50 50. :'50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15, 9 15 .9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.965 0.962 0.850 „ 0.03. Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot), 1.770 1798 0 1770 1792 0 1770, 1863 1583 . 1770 1850 Flt Permitted 0.231 . 0.190 0.656 0.726 Satd. Flow (perm) 430 1798 0 .354 1792 0 1222 1863 1583 1352 1850 0, Right Turn on Red Yes Yes Yes Yes 8atd. Flow (RTOR) 12 13, 60 6 Headway Factor, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 45 45 55 55, Link Distance (ft) 1920 1392 3696 3184 Travel Time (s) 29.1 21.1 45.8 39.5. Volume (vph) 13 356 107 78 183 63 31 43 78 128 13.7 6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj.Flow (vph) 14 396 119 87 203 70 34 48 87 142 152 7 Lane Group Flow (vph) 14 515 0 87 273 0 34- _ 48 87 , 142 159 0 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phases 4 4 8 8 2 2 2 6 6 is s> 7.0 7.0 7.0 14.0 14.0 14.0 14.0 14.0 Split Minimum Sp 22 5 22.5. 22.5 , . 22.5 22.5 22.5 22.5 22 5 22.5 Total Split (s) 25.0 25.0 0.0 25.0 25.0 0.0 90.0 90.0 90.0 90.0 90.0 0.0 Total Split (%) 21.7% 21.7% 0.0% 21.7% 21.7% 0.0% 78.3% 78.3% 78.3% 78.3% 78.3% 0.0% Maximum Green (s) 18.5 18.5 18.5 18.5 83.5 83.5 83.5 83.5 83.5 Yellow Times 5.0, 5.0 5.0 5.0 5.0 5.0 5.0 5.0 , 5.0 All -Red Time (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 1.0. 1.0 1.0 1.0 6.0 6.0 6.0 6.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 2.5 2.5 2.5 2.5 2.5 Time Before Reduce (s) 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 .15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 30.0 30.0 30.0 30.0 30.0 Recall Mode None None None None Min Min . Min Min Min Act Effct Green (s) 21.0 21.0 21.0 21.0 17.7 17.7 17.7 17.7 17.7 Actuated g/C Ratio 0.45 0.45 0.45 0.45 0.38 0.3.8 0.38 0.38 0.38 v/c Ratio 0.07 0.63 0.55 0.34 0.07 0.0.7 0.14 0.28 0.23 Control Delay _ 9.5 14.5 28.9 9.8. 9.5 9.3 5.1 11.7 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.5; 14.5 28.9 '. '9.8 9.5 9.3 5.1 11.7. ' 10.3 _ LOS A B C A A A A B B 2006 AM 06-123 Charleston Lakes Existing John Davenport Engineering Lanes, Volumes, Timings 3: Blue Clay Road & College Road 8/22/2006 ane Grou�i EBL E$T; ESR', WBL WB;_;WBR'1VBL Approach Delay 14.4 14.4 7.21 11.0 Approach LOS B B A B Queue Length 50th (ft) 2 90 15 39 6 8 4 . 25 27 Queue Length 95th (ft) 11 206 #78 95 18 22 23 56 56 Internal Link Dist (ft) 1840 1312 3616 3104 Turn Bay Length (ft) 150 150 250 300 500 Base, Capacity (vph) 193 815 159 813 . 914 1393 1199 1011 1385 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 5pillb4ck Cap, Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio ;; 0.07 0.63 0.55 0.34 0.04 0.03 0.07 0.14 0.11 Area. Type Other, . Cycle Length:115 Actuated Cycle Length,: 46.8 Natural Cycle: 45 Control Type: Actuated -Uncoordinated . Maximum v/c Ratio: 0.63 Intersection Signal Delay: 12.8 Intersection LOS: B Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after, two cycles. Splits and Phases: 3: Blue Clav Road & College Road <41 m2 "' o4 90 s 25 s yM--- 06 :5, 08 90 s 25 s 2006 AM 06-123 Charleston Lakes Existing John Davenport Engineering Lanes, Volumes, Timings 3: Blue Clay Road & College Road 8/22/2006 �ane.Giotzp EBL, : ',EBT _ _EBR WBL -'':yVET; WBR : ;NBL;:.. NBT ., NBR , .:SB -'SST... !SBR Lane Configurations ' '� t r Ideal Flow (vphpl) 1960 1900 1900 1900 1900, ,' 1900 1900 1900 1900 1906 1900 .` 1900 Storage Length (ft) 150 0 150 0 250 300 500 0 Storage Lanes.' 1 0' 1 .. 0 1 1 1 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 . 50 50, 50 50 50. 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 .15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.966 0.958 0.850 - _ . 0.976 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1799 -0 1770 . 1785 0 1770. 1863 1583 . 1770 .1818 ." 0 Flt Permitted 0.190 0.190 0.589 0.714 Said. Flow (perm) 354 1799 0 354 1785 01 1097 1863. 1583 1330 1818 0, Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 11 15, 41 24 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed.(mph) .. 45 45 ,. 55 55 Link Distance (ft) 1920 1392 3696 3184 Travel-Time.-'(s) 29.1 21.1 45.8 39.5 Volume (vph) 23 401 120 88 206 80 35 59 88 156 200 39 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.9.0 0.90 0.90 0.90 . 0.90 Adj. Flow (vph) 26 446 133 98 229 89 39 66 98 173 222 43 Lane Group Flow •(vph)' 26 579' 0 98 318 0 39 66 98 173 ' 265 0 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phases 4 4 8 8 2 2 2 6 6 Minimum Initial (s) 7.0 7.0 7.0 7.0 14.0 14.0 14.0 14.0 14.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22..5.1. 22.5 22,.5 Total Split (s) 25.0 25.0 0.0 25.0 25.0 0.0 90.0 90.0 90.0 90.0 90.0 0.0 Total Split(%) 21..7% 21.7% 0.0% 21.7% 21.7% 0.0% 78.3% 78.3% 78.3% 78.3% 78.3% 0.0% Maximum Green (s) 18.5 18.5 18.5 18.5 83.5 83.5 83.5 83.5 83.5 Yellow Time (s) 5.0 5.0 5.0 5.0 . 5.0' 5.0 5.0 . 5.0 5.0 All -Red Time (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 1.0 1.0 1.0 1.0 6.0 6.0 6.0 6.0- 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 2.5 2.5 2.5 2.5 2.5 Time Before Reduce (s) 0.0, '', 0.0 0.0 0.0 15.0, 15.0 15.0 15.0 15.0. Time To Reduce (s) 0.0 0.0 0.0 0.0 30.0 30.0 30.0 30.0 30.0 Recall Mode None . '.None None None Mil Min, Min Min Min . Act Effct Green (s) 21.1 21.1 21.1 21.1 19.0 19.0 19.0 19.0 19.0 Actuated g/C Ratio 0.44 0.44 0.44 0.44' 0.39 0.39 0.39 0.39 0.39 v/c Ratio 0.17 0.73 0.63 0.40 0.09 0.09 0.15 0.33 0.36 Control Delay 13.3 19 8 37 2 11.6 9,3 9.1 6.5 11.9 10.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.3 19.8 37.2 11.6 9.3 9.1 6.5 11.0 10.6 . LOS B B D B A A A B B 2010 06-123 Charleston Lakes Jolui Davenport Engineering AM No -Build + Offsite Lanes, Volumes, Timings 3: Blue Clay Road & College Road 8/22/2006 Approach Delay :.. 19.6, 17.6 7.9 114 Approach LOS B B A B Queue Length 50th (ft). 4 111 18 49 7 11, 10 32 44 Queue Length 95th (ft) 21 #324 #97 128 20 28 30 66 85 Internal Link Dist (ft) 1840, 1312 3616 3104 Turn Bay Length (ft) 150 150 250 300 500 Base Capacity (vph) 155 794 155 79.01. 820 1393 1194 995 1366 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0. Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.73 0.63 10.40 0.05 0.05 0.08 0.17 0.19 r -,- T �nlers�cl�Qn Summary . r , : f., �" :<; �4,. „ ;.. �. . Area Type _.. ... Other . Cycle Length:115 Actuated Cycle Length: 48.2 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay:.15.4 Intersection LOS: B Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period, (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles 4„14. a 4 P1,ncoc• 4• Rh,P C'lnv Rnnrl Rr C'nllr at- Rnnr1 <41 o2 o4 908 25 s o6 08 90s 025s 2010 AM 06-123 Charleston Lakes No -Build + Offsite John Davenport Engineering Lanes, Volumes, Timings 3• Blue Clay Road & College Road 8/22/2006 ons deal Flow (vphLane_Confrlatpl) 19 0 19 0 1900 19 0 : 19 0 1900 1900 1900 1900 1900 19 0 1900 Storage Length (ft) 150 0 150 0 250 300 500 0 Stora e Lanes 1 0 1 0, 1 1:. 1 0 Total ost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 56 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 : 9, 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.966 0.960' .. 0'.850 0.976 _. _ . .. _ . _ . Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1799 _ 0 1770 1788 0, 1770 1863 1583 .1770. , 1818 : _ . 0 Flt Permitted 0.190 0.190 0.589 0.714 Satd. Flow (perm). 354 1799 0 354 1788 0 1097 . 1863 1583 1330 1818 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 11. 14 37 24 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 45 . 45 55 55 Link Distance (ft) 1920 1392 3696 3184 Travel Time (s) 29.1 21.1 45.81 39.5 Volume (vph) 23 412 120 99 240 87 35 59 92 159 200 39 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 , 0.90 0.90, . 0.90 0.90 0.90 0.90 .0.90 Adj. Flow (vph) 26 458 133 110 267 97 39 66 102 177 222 43 Lane Group Flow (vph) 26; 591 0 110 364 0, 39 66' 102 177 265 0 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phases 4 4, 8 8 2 2 2. 6 6 Minimum Initial (s) 7.0 7.0 7.0 7.0 14.0 14.0 14.0 14.0 14.0 Minimum Split (s) 22.5 22.5 22.5 22.5 225. -.22.5 22.5 22.5 22.5 Total Split (s) 25.0 25.0 0.0 25.0 25.0 0.0 90.0 90.0 90.0 90.0 90.0 0.0 Total Split (%) 21.7%,:-21.7% 0.0% 21.7% 21.7% 0.0% .78.3% 78.3% 78.3%. 78.3% 78.3% 0.0% Maximum Green (s) 18.5 18.5 18.5 18.5 83.5 83.5 83.5 83.5 83.5 Yellow Times 5.0 5.0 5.o 5.0, 5.0 5.0 5.0 5.0 5.0 AI -Red Time (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lead/Lag . Lead -Lag Optinnize? Vehicle Extension (s) 1.0 1.0 1.0 1.0 6,0 6.0 6.0 6.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 2.5 2.5 2.5 2.5 2.5 Time Before Reduce (s) 0.10 0.0 0.0 0.0 15.0 .15.0 15.0 15.0 151. Time To Reduce (s) 0.0 01.0 0.0 0.0 30.0 30.0 30.0 30.0 30.0 Recall Mode None None None None Mii Min . Min . Min 'Min Act Effct Green, (s) 21.1 21.1 21.1 21.1 19.1 19.1 19.1 19.1 19.1 Actuated g/C'Ratio 0.44 0.44 0.44 0.44''' 0.40 0.40 6.40, 0.40 0.40. v/c Ratio 0.17 0.75 0.71 0.46 0.09 0.09 0.16 0.34 0.36 '' Control Delay 13.3 20.6 44.8 12.4 9,3 9.1 6.9 11.9 10.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.3 20.6 44.8 12.4 9.3 9.1 6.9 11.9 10.6 LOS B C D B A A A B B 2010 AM 06-123 Charleston Lakes BUILD John Davenport Engineering Lanes, Volumes, Timings 3• Blue Clay Road & College Road 8/22/2006 ane Gio�zp EBL EBT' EBR WBIWBT WBR., ' NBL Approach Delay 20.3 '. 19.9 . 8.0 11.1 Approach LOS C B A B Queue Length 50th (ft) 4 ' 114 21 58 7. 11 11 33 44 Queue Length 95th (ft) 22 #336 #111 151 20 27 32 67 85 Internal Luck Dist (ft) , ;' 1840 . 1312 3616 3104 Turn Bay Length (ft) 150 150 250 300 500 Base Ca acip v h 155 . 793 p tY..(.p.). 155 790 820 1393 1193 995 1366 Starvation Ca Reductn 0 0 p 0 0 0 0 Spillback Cap Reductn `" 0 0 0 0 0 ,. 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.75' 0.71 0.46 0.05 0.05 0.09 0.18 0.19 ntersectromSummary < Area Type Other Cycle Length:115, Actuated Cycle Length: 48.2 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 16.4 Intersection LOS: B Intersection Capacity Utilization 72.7% ICU Level of Service C Analysis Period (min)15, _, # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles, gnlitc a„rl Pha.GPG A- RIuP Clay Road & CoHeQ'e Road 02 o4 90s 25s , 11_ 06 4-- V 08 90 s 25 s 2010 AM 06-123 Charleston Lakes BUILD John Davenport Engineering Lanes, Volumes, ThningS 3: Blue Clay Road & College Road s/22/2006 ati�=Group EBL ' ` EBT: ' EBR• ._. WBT, :' :WBR '; IVBL: , . NBT":. NBR .`' " SBL..; ; SBT .; SB Lane Configurations '� '� �i t Ideal Flow (vphpl) 1900 1960 1900 1900 1900 , 1900 1900, 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 0 250 300 500 0 Storage Lanes 1 0 1 0 1 1 1 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50, 50. 50 50, 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 '15 9 15 9 . 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.93s , 0.985 0.850 0.987. Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1747 0 1770 1835 0 1770 1863 1583 ..1770 1839 0 Flt Permitted 0.711 0.229 0.532 0.457 Said. Flow (perm) 1324. 1747 0 427 1835 0 991 1863 1583 851 1839 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 27 4 160 12 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 45 45 55 55 Link Distance (ft) 1920 1392 3696 3184 Travel Time (s) 29.1 . 21.1 45.8 39.5 Volume (vph) 99 144 103 98 58 6 70 425 144 15 287 28 Peak Hour Factor 0.90 0.90 0.96 0.90 0.90 0.90 0.90 0.90 0.90 0.90 , 0.90 0.90 Adj. Flow (vph) 110 160 114 109 64 7 78 472 160 17 319 31 Lane Group Flow (vph)' 110, . 274 0 109 71 0 78 472 160 17 350 0 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6. Permitted Phases 4 8 2 2 6 Detector Phases 4: 4 8 8 2 2 2 6 6 Minimum Initial (s) 7.0 7.0 7.0 7.0 14.0 14.0 14.0 14.0 14.0 Minimum Split s), 22.5 22.5 22.5 22.5 22.5 22.5 22.5. 22.5 22.5 Total Split (s) 25.0 25.0 0.0 25.0 25.0 0.0 90.0 90.0 90.0 90.0 ' 90.0 0.0 Total Split (%) 21.7% 21.7% 0.0% 21.7% 21.7% 0.0% 78.3% ' 78.3% 78.3% 78.3% 78.3% 0.0% Maximum Green (s) 18.5 18.5 18.5 18.5 83.5 83.5 83.5 83.5 83.5 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 : 5.0 . All -Red Time (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lead/Lag. Lead -Lag Optimize? Vehicle Extension (s) 1.0 1.0 1.0 1.0 6.0 6.0 6.0 6.0 6..0 Minimum Gap (s) 0.2 0.2 0.2 0.2 2.5 2.5 2.5 2.5 2.5 Time Before Reduce (s) 0..0, 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 30.0 30.0 30.0 30.0 30.0 Recall Mode None, None None None Min Miin Min Min Min Act Effct Green_ (s) 21.1 21.1 21.1 21.1 26.7 26.7 26.7 26.7 26.7 Actuated g/C Ratio 0.38 0.38 0.38 '0.38 0.48 0.48 0.48 0.48 0.48, v/c Ratio 0.22 0.40 0.68 0.10 0.16 0.53 0.19 0.04 0.40 Control Delay 14.8 14.6 43.0 1. 12.8 8.9 12.5 2.2 7.5 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.8 14.6 43.0 12.8 ., 8.9 12.5 2.2 7.5' .',. 10.3 LOS B B D B A B A A B 2006 PM 06-123 Charleston Lakes Existing John Davenport Engineering Lanes, Volumes, Timings 3: Blue Clay Road & College Road 8/22/2006 Approach Delay 14.7 31.1 9.8 10.2 Approach LOS B C A B Queue Length 50th. (ft) 24 :. 57. 29 14 14 101 0 3 66 Queue Length 95th (ft) 63 129 #115 41 33 168 22 11 115 Internal Link Dist (ft) 1840 1312 3616 3104 Turn Bay Length (ft) 150 150 250 300 500 Base Capacity (vph) 501. 677 161 696 741 1393 1224 636 1378 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0': 0 0 :., 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/ c Ratio ..0.22 ` 0.40 0.68 0.10 0.11 0.34 0.13 0.03 0.25 fl 9 1 h S ! riteraeclhbn Sinm �iarv,. FF x Area Type:. Other Cycle Length: 115 Actuated Cycle Length: 55.9, Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum v/ c Ratio: 0.68 Intersection Signal Delay: 13.4. Intersection LOS: B Intersection Capacity Utilization 67.1 % ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. n„A Plhnene• R• Rliin C'lav Rnacl Rr C'nllaaa Rnarl 9j0s 7 25s 4-- Z �1 " 06 08 90 s T 025s 2006 PM 06-123 Charleston Lakes Existing John Davenport Engineering Lanes, Volumes, Timings 3: Blue Clay Road & College Road 8/22/2006 Lane Configurations ' Fr '� '� 't`, Ideal Flow (vphpl) 1900 1900 1900 1900 1000 1900 1900 1900 1900 1900 1900 1900 Length ft Storage..(. ) 15i .. 151 251 0 30 500 0 Storage Lanes 00 0, .. Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft). 50 50 50 50 50 50 50 50 . 50 Trailing Detector A 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.937 0.969 0.850 0.982 Flt Protected 0.950 0.950 0..950 0.950 Sat_d. Flow (prot) 1770 1745 0 1770 1805 0 . 1770 1863 ' 1583 1770 1829 0 Flt Permitted 0.665 0.190 0.479 0.397 Satd. Flow (perm) 1239 1745 0 354 1805 0 892 1863 1583 740 1829 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 27 10 180 17 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 45 45 55 55 Link Distance (ft) 1920 1392 3696 3184. Travel Time (s) 29.1 21.1 45.8 39.5 Volume (vph) 139 162 116 110 65 17 79 518 162 23 344 47 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0..90 0.90 Adj. Flow (vph) 154 180 129 122 72 19 1 88 576 180 26 382 52 Lane Group Flow (vph) 154 309 0 122 91 0 88 576 ' . 180 26 434 0 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2. 6 Permitted Phases 4 8 2 2 6 Detector Phases 4 4 8 8 2 2 2 6 6 Minimum Initial (s) 7.0 7.0 7.0 7.0 14.0 14.0 14.0 14.0 14.0 Minimum Split (s) 22.5 22.5 22.5 22.5 '22.5, 22.5 22.5 22.5 22.5 Total Split (s) 25.0 25.0 0.0 25.0 25.0 0.0 90.0 90.0 90.0 90.0 90.0 0.0 Total Split (%) 21.7% 21.7% 0.0% 21.7% 21.7% 0.0% 78.3% 78.3% 78.3% 78.3% 78.3% 0.0% Maximum Green (s) 18.5 18.5 18.5 18.5 83.5 83.5 83.5 83.5 83.5 Yellow Time (s) 5.0 5.0 - 5.0 .. 5.0 5.6 5.0 5.0 5.0 5.0 All -Red Time (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lead/Lag . Lead -Lag Optimize? Vehicle Extension (s) . 1.0 1.0 1.0 1.0, 6.0 . 6.0 6.0 6.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 2.5 2.5 2.5 2.5 2.5 Time Before Reduce (s) 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 30.0 30.0 30.0 30.0 30.0 Recall Mode None None None None, Min Min Min Min Min .: Act Effct Green (s) 21.3 21.3 21.3 21.3 28.4 28.4 28.4 28.4 28.4 Actuated g/C Ratio 0.37 0.37 ' 0.37 0.37 0.49 0.49.; 0.49 0.49 0.49 v/c Ratio 0.34 0.47 0.94 0.14 0.20 0.63 0.21 0.07 0.48 Control Delay 18.4 17.5 93.5 14.1 8.9 13.9 2.0 7.5 10.8: Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' 0.0 Total Delay 18.4 17.5 93.5 14.1, 8.0 , 13.9 2.0 7.5 10..8 LOS B B F B A B A A B 2010 06-123 Charleston Lakes John Davenport Engineering PM No -Build + Offsite Lanes, Volumes, Timings 3: Blue Clay Road & College Road 8/22/2006 I '�E EBT B ane UP J W 17.8 .. Appr_o.-ac.h..Delay - 59.6 10.8 10.7 Approach LOS B E B B Queue Length 5 , Oth (ft), 39, 75 42 19 16 133 0 4 87 Queue Length 95th (ft) 99 169 #154 55 36 214 22 14 144 lnte'rn'ai Link Ijis't (ft) 1840 1312 3616 3104 Turn Bay Length (ft). 150 150 250 300 500 Base I pcityph Ca ' (v 457, 660 pa 130 671 .',667 i393. 1229 553. 1372 . . .... ... Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback.Cap ReducLn. 0 0 0 0 0 0 0.1 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 keauc,e_d'v/q Ratio 0.34 0.47 0.94 0.14 0.13' 0.41 0.15 0.05 0.32 z ' N 7=, 7 UMMAW T Area Type , Other .. ea.. y Cycle Length: 115 Actuaied'Cycle Length: 57.9 Natural Cycle: 50 Co'ntrolType: Actuated -Uncoordinated Maximum v/c Ratio: 0.94 Intersection Sik'nal' Delay: 17.7 Intersection LOS: B Intersection Capacity Utilization 74.0% ICU Level of Service D Analysis Period (min) 15 95th,percentile volume exceeds capacity, queue, may be longer. Queue shown is ma'xirnum after two cycles. Splits and Phases: 3: Blue Clav Road & College Road < 2 A 04 90S 25s 06 08 90S T 025s 2010 PM 06-123 Charleston Lakes No -Build + Offsite John Davenport Engineering 70 Lanes, Volumes, Timuzgs 3: Blue Clay Road & College Road 8/22/2006 Lafie Group EBL 7' BT : ^. �EBR::`WBL:, "WBT WBR Y' NBL � ';NBT:' , R13K :SBL:::.SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900, Storage Length (ft) 150 0 150 0 250 300 500 0 a 0 -- Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 50 50, 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1: 00 Frt 0.945 0.970 0.8.50 01.982 Flt Protected 0.950 0.950 0.950 0.950 Satd..Flow (prot) _ . _ _ 1770 _ 1760 0 1770 1807 0' 1770 1863. 1583- 1770 1829 - 0 Flt Permitted 0.587 0.190 0.479 0.397 Satd. Flow (perm), 1093 1760 0 354 18,07 0 892 1863 1583 ' 740 1829 0 - Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) . 22 9 194 17 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 45 45 55 55 Link Distance (ft) 1920 1392 3696 3184 Travel_Time (s) 29.1 21.1 45.8 39.5 Volume (vph) 139 201 116 118 88 22 79 518 175 31 344 47 Peak Hour Factor 0.90 0.90 0.90 0.90 0.00 0.00 0.90 6.90 0'.90 6.90: 0.90 0.90 Adj. Flow (vph) 154 223 129 131 98 24 88 576 194 34 382 52 Lane Group Flow (vph) 154 352 0 131 1221 0 88 576 194 34 434 .0 Turn Type Perm Perm Perm Perm_ Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phases 4 4 8 8 2 2. 2 6 6 Minimum Initial (s) 7.0 7.0 7.0 7.0 14.0 14.0 14.0 14.0 14.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5. 22.5 22.5 Total Split (s) 25.0 25.0 0.0 25.0 25.0 0.0 90.0 90.0 90.0 90.0 90.0 0.0 Total Split (%) 21.7%: 21.7% . 0.0% 21.7% 21.7% . 0.0% 78.3% 78.3%. 78.3% , 78.3% 78.3% 0.0% Maximum Green (s) 18.5 18.5 , 18.5 18.5 83.5 83.5 83.5 83.5 83.5 Yellow Time-(s) 5.0 5.0 .5.0 5.0. 5.0 5 0 5.0 5.0 5.0 . All -Red Time (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lead/ Lag Lead -Lag Optimize? Vehicle Extension (s) 1.0 1.0 1.0 1.0 6.0 6.0 6.0 6.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 2.5 2.5 2.5 2.5 2.5 Time Before Reduces 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.01. Time To Reduce (s) 0.0 0.0 0.0 0.0 30.0 30.0 30.0 30.0 30.0 Recall Mode None None None None Min Min Min Min Min Act Effct Green (s) 21.3 21.3 21.3 21.3 28.4 28.4 28.4 28.4 28.4 Actuated g/C Ratio 0.37 0.37 0.37 0.37 0.49 0.49 0.49 0.49 6.49 v/c Ratio 0.38 0.53 1.01 0.18 0.20 0.63 0.22 0.09 0.48 Control Delay 19.6 19.6 111.4 14.9 8.9 13.9 2.0 7.8 10..8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total_ Delay 19.6­; 19.0 111.4 14.9' 8.9 13.9 . 2.0 7.8. 10.8 LOS B B F B A B A A B 2010 PM 06-123 Charleston Lakes BUILD John Davenport Engineering Lanes, Volumes, Timings 3: Blue Clay Road & College Road 8/22/2006 nPGruu EBB EBT EBR-'.yVBL WBT W 'BR . 'NBL.'::;NBT,..;NBR.;;;., SBL,; SB.T';,.,.SBR Approach Delay 19.2 64.9 10.7 10.6 Approach LOS B E B B Queue Length 50th (ft) 40 . 91 �-52 27 16 133 0 6 87 Queue Length 95th (ft) 103 198 #165 71 36 214 23 17 144 Link Dist (ft) 1840 1312 3616 3104 ,internal Turn Bay Length (ft) 150 150 250 300 500 Base Capacity (vph) 403 662. 130 672 667 1393 1233 553 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Sp llback Cap Reductri. 0 0 ,' 0 0. 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduce d,v/cRatio 0.38 0.53 1.01 0.18 0.13 0.41 0.16, 0.06 0.32 �ntPrG coon Surrirnary t r` 17 Area Type ._ .._.:_ Other Cycle Length:115 Actuated Cycle Length: 57.9 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum v/ c Ratio: 1.01 Intersection Signal Delay:19.3, Intersection LOS: B Intersection Capacity Utilization 76.5% ICU Level of Service D Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. #I 95th percentile volume enmay be longer. p capacity, queue y .. .. after two c Queue'shown is maxnnu . S lits and Phases: 3: Blue Clav Road & Colle e Road +} �+}' 02 A '� o4 90Is 25 s lv-- o6 08 90s 025s 2010 PM 06-123 Charleston Lakes BUILD John Davenport Engineering BLUE CLAY ROAD @ SIDBURY ROAD 8/22/2006 06-123 Charleston Lakes 27 HCM Unsignalized Intersection Capacity Analysis 5: Sidbur Road & Blue ClayRoad 8/16/2006 wove'ment; WB.L�VBR. ,1VBT, - ,NBR' BTa ., : SB'T Lane Configurations T+ Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 138 131 88 16 12 47 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) '. 153 146 98 18 13 52 Pedestrians Lane Width" (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 186 107 116 vC1, stage 1 conf Vol vC2, stage 2 conf Vol vCu, unblocked Vol 186 107 116 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF s 3.5 , 3.3 2.2 p0 queue free % 81 85 99 cM capacity (veh/h) 796 947 1473 ireetioii, Larie;# WB 1.+ NB:1 SB 1. fi ; Volume Total 299 116 66 Volume Left 153 0 13 Volume Right 146 . 18 0 cSH 863 1700 1473 Volume to Capacity 0.35 0.07 0.01 Queue Length 95th (ft) 39 0 1 Control Delay (s) 11.4 0.0 1.6 Lane LOS B A Approach Delay (s) 11.4 0.0 1.6 Approach LOS B tersechon Siznvna Average Delay Intersection Capacity Utilization 7.3 32.1% ICU Level of Service A Analysis Period (mu1) 15 PM 2006 06-123 Charleston Lakes Existing John Davenport Engineering HCM Unsignalized Intersection Capacity Analysis 5• Sidbury Road & Blue Clay Road 8/16/2006 #,- *,_ t t �Vloveriteint' �;WBL ,WBR `IVBT:;-�:NBR %,SBL ;513T ;; r� } Lane Configurationsj'� 4i Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 155 147 99 18 14 53 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 172 ' 163 110 20 16 59 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked VC, conflicting volume 210 120 130 vC1, stage 1 couf vol vC2, stage 2 conf von vCu, unblocked vol 210 120 130 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 . 2.2 p0 queue free % 78 82 99 cM capacity (veh/h) 770 931 1455 Volume Total 336 130 74 Volume Left 172 0 16 Volume_ Right 163 20 0 cSH 841 1700 1455 Volume to Capacity 0.40 0.08 0.01 Queue Length 95th (ft) 48 0 1 Control Delay (s) 12.1 0.0 1.6 Lane LOS B A Approach Delay (s) 12.1 0.0 1.6 Approach LOS B �ntersectron •Summary , T f Average Delay 7.7 Intersection Capacity Utilization:.-:, 34.5% ICU Level of Service A Analysis Period (min) 15 2010 06-123 Charleston Lakes John Davenport Engineering PM No -Build + Offsite 70 �`~ � \ | ~� '� �� � � / � Lane Configurations ^ �� Sign Control Stoo, Free Free ` Grade V% 0% O% Volume (ve6/b) I90 147 99 78` 14 53 , Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0f0 Hourly flow rate /vn6\ 211 163 110 87 16 59. ' ! Pedestrians Lane Width K8 Walking Speed , Percent Blockage Right turn flare (veb) Median type. None Median storage veb) Upstream xional(fd p%, platoon unblocked vC, volume :243 159 I97 _ vC1stage 1coz-LfVol vC2stage 2confVol vCo,unblocked Vol 243 153 297 tC,oizol (s) 6,4 6.2 4,1 tC,2stage (s) ` 8R(s) 3.5 3.3 22 ' ' n0 queue free% 71 82 99 / cD� (veb/b) 73� ` O03 1376 � .77777 Volume Left 211 0 16 I�ubt� Volume ' — 163 87 O ' cSI� 7g7 1�OO 13�6 Volume to Capacity 0,47 0.12 0.01 _ Queue Length 95th88 63 O l Control Delay (s) 13,4 . 00 17 LaneL[XS B }\ Z��a�kh Approach'' ' `' 13� -Average 00 l7 Delay 8.0 200 O6'123Charleston Lakes HCM Unsignalized Intersection Capacity Analysis 5• Sidbury Road & Blue Clay Road 8/16/2006 4r- 4-,. I jJ* \40" 7 Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 47 55 170 9 2 134 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 52 61 189 10 2` 149 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median. type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 347 194 199 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 347 194 199 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 92 93 100 .cM capacity (veh/h) 649 848 1373 pireetion, Volume Total 113 199 151 Volume Left 52 0 2 Volume Right 61 10 0 cSH 743 1700 1373 Volume to Capacity, 0.15 0.12 0.00 Queue Length 95th (ft) 13 0 0 Control Delay (s) 10.7 0.0 0.1 Lane LOS B A Approach Delay (s) 10.7 0.0 0.1 Approach LOS B �Iriterseetioxi�Suriuiia` a � + ` Average Delay 2.7 Intersection Capacity Utilization 22.1% ICU Level of Service A Analysis Period (min) 15 2006 06-123 Charleston Lakes John Davenport Engineering AM Existing HCM Unsignalized Intersection Capacity Analysis 5• Sidbury Road & Blue Clay Road 8/16/2006 f- t Is.t oven_ .;;1VBT . NBR ';? Lane Configurations Sigh Control Stop Free Free Grade 0% 0% Volume (veh/h) 53 62 191 10 2 151 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 59 69 212 11 2 . 168 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 390 218 223 vC1, stage 1 conf von vC2, stage 2 conf von vCu, unblocked vol 390 218 223 tC, single (s) . 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 ,. 2.2 p0 queue free % 90 92 100 cM capacity (veh/h) 613 822 1345 pirectiori;.Laite:# 77 Volume Total 128 223 170 ' Volume Left 59 0 2 Volume. Right 69 11 0 cSH 710 1700 1345 Volume to Capacity 0.18 0.13 0.00 Queue Length 95th (ft) 16 0 0 Control Delay (s) 11.2 0.0 0.1 Lane LOS B A Approach Delay '(s) 11.2. 0.0 0.1 Approach LOS B �riter`sectioii S�iiinmar. 3 �� � � ' ' Average Delay 2.8 Intersection Capacity Utilization 24.1% ICU Level of Service A Analysis Period (min) 15 2010 AM 06-123 Charleston Lakes No -Build + Offsite John Davenport Engineering HCM Unsignalized Intersection Capacity Analysis 5• Sidbury Road & Blue Clay Road 8/16/2006 �ylove'n1l; WBL V BR , °: 1VBT ; NBR SBL` : SBT T Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 10 62 191 28 2 151 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 117 69 212 31 2 168 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None . Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 400 228 243 „ vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 400 228 243 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 81 92 100 cM capacity (veh/h) 605 812 1323 W$<7 Volume Total 186 243 170 Volume Left 117 0 2 Volume Right 69 31 0 cSH 668 1700 1323 Volume to Capacity 0.28 0.14 0.00 Queue Length 95th (ft) 28 0 0 Control Delay (s) 12.4 0.0 0.1 Lane LOS B A Approach Delay (s) 12.4 0.0 0.1 Approach LOS B i ntersechoii:Suuuna � -'' Average Delay 3.9 Intersection Capacity Utilization 28.0 % ICU, Level of Service A Analysis Period (mi i) 15 i 2010 AM 06-123 Charleston Lakes BUILD Jolui Davenport Engineering SIDBURY ROAD @ OLD DAIRY FARM ROAD 8/22/2006 06-123 Charleston Lakes 28 HCM Unsignalized Intersection Capacity Analysis 8: Sidbury Road & Old Dairy Farm Road 8/22/2006 - R�y�emnt -L-7—EBf fB -7.W-BR 77- 777777TT--�== '771 Lane Configurations Sign Control Free Free Stop Grade 0% 0% 0% Volume'(veh /h) 10 - 5 3 108 30f 6 Pe . ak . Hour Factor 0.90 0.90 0.90 0.90 0.90 .0.90 Hourly flow rate (vph)' 11 6 3 120 334 7 Pedestrians ,Lane Width (ft) Walking Speed (ft1s) Percent Blockage'.. Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 123 .91 63' vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 123 91 63 I tC, single I (s) 4.1 6.4 6..2, tC, 2 stage (s) (s) 2.2 3.5 3.3 P - 0. queue free % 99 63 99 cM capacity (Veb/h) 1464 902 1001 =777, -T 777, Volume Total 17 123 341 Volume Left 11 0 334 Volume Right 0 120 -7 . cSH 1464 1700 904 Volume to Capacity 0.01 0.07 0.38 Queue Length 95th ' (ft) 1 0 44 Control Delay (s) 5.0 0.0 11.4 Lane LOS A B Approach Delay (s) 50 6.0 11.4, Approach LOS B ntex7, §�k, ti Average Delay Intersection Capacity Utilization 8.2 31.29'c. ICULevelof Service A Analysis Period (min), 15 AM 2006 Existing 06-123 Charleston Lakes John Davenport Engineering HCM Unsignalized Intersection Capacity Analysis 8/22/2006 8: Sidbury Road & Old Dairy Farm Road _17 7 �7777777-7 ]77777-77_77_T777j Lane Configurations 4 T+ Sign Control Free Free stop Grade 0% 0% 0% Volume (veh/h) 11 6 3 122 339 7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly.flow rate (vph) 12 7 3 136 377 Pedestrians Lane Width (ft) Walking Speed, (ft/s) Percent Blockage Right turn flare (veh) Median type , . . . 1 :1 -None Median storage veh) Upstream signal (ft) pX, platoon unblocked VC, conflicting volume 139 102 ..71 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 139 102 71 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF'(s).. . 2.2 3.5 -3.3 pO queue free % 99, 58 99 cM capacity (veh/h) 1445 889 991, ' �5i�rectionLah�; 7777777-�, Volume Total 19 139 384 Volume Left 0 377 Volume Right .12 0 - 136 ' 8 cSH 1445 1700 890 Volume to Capacity0.01 - 0.08 0.43 Queue Length 95th (ft) 1 0 55 Control Delay (s)' 4.9 0.0 12.1 Lane LOS A B Approach Delay (s) 4.9 0.0 .12.1. Approach LOS B U., Average Delay 8.7 Intersection Capacity Utilization 35.9 % ICU Level of Service A9 Analysis Period (min) .15 2010 AM 06-123 Charleston Lakes No -Build + Offsite John Davenport Engineering HCM Unsignalized Intersection Capacity Analysis 8: Sidbury Road & Old Dairy Farm Road 8/22/2006 Lane Configurations Sign Control Free Free Stop Grade 0% 0% Volume 11 . glume.(veh/h) 23 56, 129 341-, - 7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow. rate (vph) 12 26 62 143 .379, 81' Pedestrians Lane Width (ft). Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked . VC j confli 1. ding volume 206 184. 134 vC1, stage.1 cord vol vC2,s-tage 2 conf Vol vCu, unblocked Vol 206 184 134 tC, single (s) 4.1 6.4. 6.2' tC, 2 stage (s), tF (s) 2.2 3.5 3.3 pO queue free. % 99 53 99 cM capacity (veh/b) 1366 798 915,1 j 67-ri, Lane -# Volume Total 38 206 387 Volume Left 12 0 379 Vblume Right. 0 143 8 cSH 1366 1700 800 Volume to.Capacity 0.011:. 0.12 0.48. Queue Length 95th (ft) 1 0 67 Control Delay (s) 2.5 0.0 13.6 Lane LOS A B Ap'proach,Delay.(s) 2.5 0.0 13.6 Approach LOS B ntersection'Sunt Average Delay 8.5 Intersection Capacity Utilizatio,n 36.9% ICU Level of Service A Analysis Period, (min) 15 2010 AM 06-123 Charleston Lakes BUILD John Davenport Engineering HCM Unsignalized Intersection Capacity Analysis 8• Sidbury Road & Old Dairy Farm Road 8/22/2006 .,1' _* 4— 1k,,. `*� Movement EBL 'EBT ',WBT ,'WB)Z SBL S.T3R-' Lane Configurations 4 T+ Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 9 6 4 255 131 9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 10 7 4 283 146 10, Pedestrians Lane Width (ft) . Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume - 288. 173 146 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 288 173 146 tC, sutgle (s) 4.1 6.4 6.2 tC, stage (s) tF �s) 2.2 352 . 3.3 _ ..- p0 queue free % 99 82 99 cM capacity (veh/h) 1274' 811 901 ireetion; Lane# .EB,�1, Volume Total 17 288 156 Volume Left 10 0 146 Volume Right 0 283 10 cSH 1274 1700 816 Volume to Capacity 0.01 0.17 0.19 Queue Length 95th (ft) 1 0 18 Control Delay (s) 4.7 0.0 10.4 Lane LOS A B Approach Delay s 4.7 0.0 10.4 Approach LOS B �:: : n1 tan '. n7te b6cti.0 l Sii: 7-7 Average Delay 3.7 Intersection Capacity Utilization 30.5% ICU Level of Service A Analysis Period (min) 15 2006 06-123 Charleston Lakes Jolm Davenport Engineering PM Existing • • • HCM Unsignalized Intersection Capacity Analysis 8/22/2006 8: Sidbury Road & Old Dairy Farm Road — W'6- v 6 111 Lane Configurations Sign Control Free Free Stop Grade 01% 0% 0% Volume (veh/h) 10 .7 5 287 147 10, Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0..90. Hourly flow rate (vph) 11 8 6 319 163 Pedestrians Lane- Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh). Median type None storage veh) -Median Upstream signal (ft) pX, platoon unblocked VC, conflicting volume 324 195, 165.,, vC1, stage 1 cord vol VC2, stage 2 cor�f vol vCu, unblocked vol 324 1195 165 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF 2.2 3.5 3.3 pO queue free 99 79 99 cM capacity (veh/h) 1235 787 879 77, Volume Total 19 324 174 Volume Left 11 0 163 Volume Right 0 319 cSH 1235 1700 792 Volume to Capacity 0.01 0.19, 0.22 Queue Length 95th (ft) 1 21 Control Delay (s) 4.7 .0 0.0 10.8 Lane LOS A B Approach Delay (s) 4.7 .0.0 10.8 Approach LOS B 71t0iSECilo11 §_ '7 Average Delay 3.8 Intersection Capacity Utilization': 33.4% ICU Level of Service A Analysis Period (min) 15 2010 06-123 Charleston Lakes johri Davenport Engineering PM No -Build + Offsite HCM Unsignalized Intersection Capacity Analysis 8/22/2006 8: Sidbury Road & Old Dairy Farm Road — Lane Configurations Sign Control tree Free Stop Grade 0% 0% 0% Volume (veh/h) . 10 67, 40.. 292 156 10'":1 P eak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 11 74 44 324 173 .11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent. Blockage Right turn flare (veh) ' Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 369 303 207 vC1, stage I conf vol vC2, stage 2 conf vol VCu, unblocked vol 369 303 207 ic, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF 2.2- 3.5 .,.3..3 -(s) pO queue free % 99 75 99 cM capacity (veh/h) 1190 682 834 Volume Total 86 369 184 Volume Left 11 0 .173. Volume Right... 0 32.4 11 cSH 1190 1700 690 Volume to Capacity 0.01 0.22., 0.27 Queue Length 95th (ft) 1 01 27 Control Delay (s) 1.1 0.0 12.1 Lane LOS A B Approach l) e lay (s) 1.1 0.0 - 12.1 - - . ' Approach LOS . . B Average Delay 3.6 Intersection Capacity Utilization 36.0% ICU,Level'of Service A Analysis Period (min), . ..... 15 2010 06-123 Charleston Lakes John Davenport Engineering PM BUILD SIDBURY ROAD @ PROPOSED 8/22/2006 ACCESS #1. 06-123 Charleston Lakes 29 HCM Unsignalized Intersection Capacity Analysis 8/22/2006 10: Sidbury Road & Proposed Access #1 .,* 7.W -,,,.,w.B 8T Lane Configurations t T+ Sign I Control Free Free Stop' Grade 0% 0% 0% Volume (yeh/h) --_ 14 351 .11 , 144 4 11 41 Peak Hour Factor 0.90 0 .90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) - 16 390 160 4 12 46 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vq, conflicting volume '164. 583 16.2 vC1, stage I cord Vol v.C2, stage 2 conf Vol vCu, unblocked Vol 164 58.3 162. tC, single (s) 4;1 6.4 6.2 tC, 2 stage (s) 4� (4 �. -,.- -- - �:. . * 2.2 3.5 .. .. 33 . . pO queue free % 99 97 95 cm capacity (veh/h) 1414, 469 893. I irek on an EB11. Volume Total 16 390 164 58 Volume Left 16 0 0 12 Volume Right -0- 0. cSH 1414 1700 1700 744 Volume to Capacity 0.01 0.23 0.10 0.08 Queue Length_95th (ft) 1 0 .0 6- Control Delay (s) 7.6 0.0 0.0 10.2 Lane LOS A B. Approach Delay (s) 0.-3 .0.0. 1.0.21.. Approach LOS B �ntefiedfibn'Suimn ai* Average Delay 1.1 Intersection Capacity Utilization 28.5% ICU- Level of Service A Analysis Period (min) 15 2010 AM 06-123 Charleston Lakes BUILD John Davenport Engineering HCM Unsignalized Intersection Capacity Analysis 10: Sidbury Road & Proposed Access #1 8/22/2006 _WB T -,,,-,WBR:,:.,':- B �8B '.'"'SBR Lane Configurations. t T+ • Sign Control Grade Volume (vA/h) 47 Free 0% 176 Free 0% 304 13 Stop 0% _8 28 • Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 52 Pedestrians 196 338 .14 9. 31 • Lane Width (ft) Walking Speed (ft/s) Percent Blockage • Right turn flare (veh) Median type Median storage veh) None Upstream signal (ft) • RX, platoon unblocked vC,conflictin . avolume 3.52 .6.45 345. • vC1, stage 1 conf vol • VC2, stage 2 conf vol vCu, unblocked vol 352 645 345 • tC, single (s) 4.1 6.4 6.2 • • • tCf 2 stage (s) (s). , 2.2 pO queue free % 96 cM capacity (veh/h) 1297 3.5 98 418 3.3 96 698 �iiec -777- • Volume Total 52 196 352. 40 Volume Left 52. 0 0 9 Volume Right -.0 cSH 1207 Volume to Capacity 0.04 0 1700 0.12 14 1700 0.21 31 607 0.07 • Queue Length 95th (ft) 3 Control Delay (s) 8.1 Lane Los A 0 0.0 0 0.0 5 11.3 B • Approach Delay- (s) 1.7 Approach LOS 0.0 .11.3 B Average Delay Intersection Capacity Utilization Analysis Period (mfi-i) 1.4• 33.15% 15 A ICU Level of Service • • 2010 06-123 Charleston Lakes PM BUILD jolu-i Davenport Engineering SIDBURY ROAD @ PROPOSED ACCESS #2 8/22/2006 06-123 Charleston Lakes 30 HCM Unsignalized Intersection Capacity Analysis 13: Sidbury Road & Proposed Access #2 8/17/2006 BL 7- Lane Configurations • Sign Control Free Free Stop • Grade 0% 0% 0% 4 19 Volume. (veh/h) 6 356 129 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 • Hourly flow rate (vph) 7 396 143 1 4 .21 Pedestrians • Lane Width (ft) Walking Speed (ft/s) Percent Blockage, • Right turn flare (veh) Median type None Median storage veh) • Upstream signal (ft) • pX, platoon unblocked vC, conflicting volume 144 553, 144. • vC1, stage 1 conf vol • vC2, stage 2 conf vol vCu, unblocked vol 144. 553 144 • tC, single (s) 4.1 6.4 6.2 • tC, 2 stage (s) tF (s) 9.2 3.5 3.3 pO queue free % 100 99 98 • cM capacity (velt/h) 1438 492, 904 Lade Fir�caon, _ �#_ � 7z 77 777• 77 . .... Volume Total 402 144 26 Volume Left 7 0 4 Volume Right 0 1 21 cSH 1438 1700 789 Volume to Capacity: 0.00 0.08 0.03 Queue Length 95th (ft) 0 0 3 Control Delay (s) 0.2 0.0 9.7 Lane LOS A A • Approach Delay (s) 0.2 0.0 9.7 • Approach LOS A Average Delay 0.6 Intersection Capacity Utilization 33.5% ICU Level of Service A Analysis Period (min) 15 • • 2010 AM BUILD 06-123 Charleston Lakes John Davenport Engineering HCM Unsignalized Intersection Capacity Analysis 13• Sidbury Road & Proposed Access #2 8/17/2006 oven'ieiltIT EBL; ;EBT, `WBT' WBR 'SBLT Lane Configurations Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h). 22 162 304 4 3 13 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 24 180 338 4 3 14 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked v.C, conflicting volume 342 569 3401. vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 342 569 340 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 98 99 98 cM capacity (veh/h) 1217 474 702 ,irection; Lazne .# , , EB,::1. '• • r Volume Total 204 342 18 Volume Left 24 0 3 Volume Right. 0 4 14 cSH 1217 1700 644 Volume to Capacity 0,02 0.20 0.03 Queue Length 95th (ft) 2 0 2 Control Delay (s) 1.1 0.0 10.7 Lane LOS A B Approach Delay (s) 1.1 0.0 10.7 Approach LOS B texsectiol-Suiinma ! - ^ Average Delay 0.7 Intersection Capacity Utilization 37.0% ICU Level of Service A Analysis Period (min) 15 2010 PM 06-123 Charleston Lakes BUILD John Davenport Engineering TRIP GENERATION 8/22/2006 06-123 Charleston Lakes 31 Charleston Lakes Summary of Trip Generation Calculation For 130 Dwelling Units of Single Family Detached Housing August 15, 2006 Average Rate Standard Deviation Adjustment Factor Driveway Volume Avg. Weekday 2-Way Volume 10.18 0.00 1.00 1324 7-9 AM Peak Hour Enter 0.19 0.00 1.00 25 7-9 AM Peak Hour Exit 0.58 0.00 1.00 75 7-9 AM Peak Hour Total 0.77 0.00 1.00 100 4-6 PM Peak Hour Enter 0.66 0.00 1.00 86 4-6 PM Peak Hour Exit 0.39 0.00 1.00 50 4-6 PM Peak Hour Total 1.04 0.00 1.00 136 Saturday 2-Way Volume 10.36 0.00 1.00 1347 Saturday Peak Hour Enter 0.53 0.00 1.00 68 Saturday Peak Hour Exit 0.45 0.00 1.00 58 Saturday Peak Hour Total 0.97 0.00 1.00 127 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: LN(T) _ .92LN(X) + 2.71, R^2 = 0.96 7-9 AM Peak Hr. Total: T = .7(X) + 9.43 R^2 = 0.89 0.25 Enter, 0.75 Exit 4-6 PM Peak Hr. Total: LN(T) _ .9LN(X) + .53 R^2 = 0.91 0.63 Enter, 0.37 Exit AM Gen Pk Hr. Total: T = .7(X) + 12.05 R^2 = 0.89 0.26 Enter, 0.74 Exit PM Gen Pk Hr. Total: LN(T) _ .89LN(X) + .61 R^2 = 0.91 , 0.64 Enter, 0.36 Exit Sat. 2-Way Volume: LN(T) _ .94LN(X) + 2.63, R^2 = 0.93 Sat. Pk Hr. Total: T = .89(X) + 10.93 R^2 = 0.9 , 0.54 Enter, 0.46 Exit Sun. 2-Way Volume: T = 8.83(X) + -9.76, R^2 = 0.94 Sun. Pk Hr. Total: LN(T) _ .89LN(X) + .44 R^2 = 0.88 , 0.53 Enter, 0.47 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS NC 132 (N. College Road) Q Blue Clay (SR 1318) NC 132 (N. College Road) Q Blue Clay (SR 1318) AM 2006 2010 Offsite 2010+Offsite Primary Total PM 2006 2010 Offsite 2010+Offsite Primary Total EBL 13 15 8 23 0 23 EBL 99 111 28 139 0 139 EBT 356 401 0 401 11 412 EBT 144 162 0 162 39 201 EBR 107 120 0 120 0 120 EBR 103 116 0 116 0 116 WBL 78 88 0 88 11 99 WBL 98 110 0 110 8 118 WBT 183 206 0 206 34 240 WBT 58 65 0 65 23 88 WBR 63 71 9 80 8 87 WBR 6 7 10 17 5 22 NBL 31 35 0 35 0 35 NBL 70 79 0 79 0 79 NBT 43 48 11 59 0 59 NBT 425 478 40 518 0 518 NBR 78 88 0 88 4 92 NBR 144 162 0 162 13 175 SBL 128 144 12 156 3 159 SBL 15 17 6 23 9 31 SBT 137 154 46 200 0 200 SBT 287 323 21 344 0 344 SBR 6 7 32 39 0 39 SBR 28 32 15 47 0 47 Total 1223 1376 118 1494 70 1564 Total 1477 1662 120 1782 95 1878 Blue Clay Road (SR 1318) Q Sidbury Road (SR 1336) Blue Clay Road (SR 1318) Q Sidbury Road (SR 1336) AM 2006 2010 Offsite 2010+Offsite Primary Total PM 2006 2010 Offsite 2010+Offsite Primary Total EBL 47 53 0 53 53 105 EBL 138 155 0 155 35 190 EBT 55 62 0 62 0 62 EBT 131 147 0 147 0 147 WBT 170 191 0 191 0 191 WBT 88 99 0 99 0 99 WBR 9 10 0 10 18 28 WBR. 16 18 0 18 60 78 SBL 2 2 0 2 0 2 SBL 12 14 0 14 0 14 SBR 134 151 0 151 0 151 SBR 47 53 0 53 0 53 Total 417 469 0 469 70 539 Total 432 486 0 486 95 581 Sidbury Road (SR 1336) Q Old Dairy Farm Road (SR 2181) AM 2006 2010 Offsite 2010+Offsite Primary Total EBL 10 11 0 11 0 11 EBT 5 6 0 6 18 23 WBT 3 3 0 3 53 56 WBR 108 122 0 122 8 129 SBL 301 339 0 339 3 341 SBR 6 7 0 7 0 7 Total 433 487 0 487 80 567 Sidbury Road (SR 1336) Q Old Dairy Farm Road (SR 2181) PM 2006 2010 Offsite 2010+Offsite Primary Total EBL 9 10 0 10 0 10 EBT 6 7 0 7 60 67 WBT 4 5 0 5 35 40 WBR 255 287 0 287 5 292 SBL 131 147 0 147 9 156 SBR 9 10 0 10 0 10 Total 414 466 0 466 109 575 Sidbury Road (SR) Q Proposed Access #1 Sidbury Road (SR) Q Proposed Access #1 AM 2006 2010 Offsite 2010+Offsite Primary Total PM 2006 2010 Offsite 2010+Offsite Primary Total EBL 0 0 0 0 14 14 EBL 0 0 0 0 47 47 EBT 306 344 0 344 6 351 EBT 137 154 0 154 22 176 WBT 111 125 0 125 19 144 WBT 259 292 0 292 13 304 WBR 0 0 0 0 4 4 WBR 0 0 0 0 13 13 SBL 0 0 0 0 11 11 SBL 0 0 0 0 8 8 SBR 0 0 0 0 41 41 SBR 0 0 0 0 28 28 Total 417 469 0 469 95 564 Total 396 446 0 446 129 575 Sidbury Road (SR) O Proposed Access #2 Sidbury Road (SR) Q Proposed Access #2 AM 2006 2010 Offsite 2010+Offsite Primary Total PM 2006 2010 Offsite 2010+Offsite Primary Total EBL 0 0 0 0 6 6 EBL 0 0 0 0 22 22 EBT 306 344 0 344 11 356 EBT 137 154 0 154 8 162 WBT 111 125 0 125 4 129 WBT 259 292 0 292 13 304 WBR 0 0 0 0 1 1 WBR 0 0 0 0 4 4 SBL 0 0 0 0 4 4 SBL 0 0 0 0 3 3 SBR 0 0 0 0 19 19 SBR 0 0 0 0 13 13 Total 417 469 0 469 45 514 Total 396 446 0 446 61 507 06-123 Charleston Lakes Page 1 8/16/2006 TRAFFIC VOLUME DATA 8/22/2006 06-123 Charleston Lakes 32 • ! • Davenport Engineering 545 North Trade Street - Suite 202 • Winston-Salem, NC 27101 File Name : BLUECL-1 Site Code : 00000003 Start Date : 08/04/2006 Page No : 1 Groups Printed- 1 - Unshifted College Road Blue Clay Road College Road Blue Clay Road Southbound Westbound Northbound Eastbound Start Rig Rig Thr Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Int. Time u Left s Total ht u s Total ht u s Total ht u s Total Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 07:00 AM 6 15 23 0 44 12 30 17 0 59 9 7 3 0 19 27 87 3 0 117 239 07:15 AM 3 28 28 0 59 8 27 27 0 62 13 4 4 0 21 26 82 2 0 110 252 07:30 AM 2 43 30 0 75 11 55 22 0 88 24 11 8 0 43 29 101 5 0 135 341 07:45 AM 2 33 36 0 71 18 48 15 0 81 23 14 7 0 44 25 86 3 0 114 310 Total 13 119 117 0 249 49 160 81 0 290 69 36 22 0 227 107 356 13 0 476 1142 • 08:00 AM 1 33 27 0 61 19 39 23 1 82 21 11 5 0 37 11 82 1 0 94 274 AM 1 28 35 0 64 15 41 18 0 74 10 7 11 0 28 14 91 5 0 110 276 .08:15 08:30 AM 4 11 22 0 37 23 45 8 0 76 8 8 9 0 25 12 98 1 0 111 249 08:45 AM 1 7 17 0 25 12 40 15 0 67 10 7 8 0 25 12 71 5 0 88 205 • Total 7 79 101 0 887 69 165 64 1 299 49 33 33 0 115 49 342 12 0 403 1004 • • 04:00 PM 5 59 3 0 67 1 7 29 0 37 19 89 13 0 121 17 18 16 0 51 276 PM 8 67 3 0 78 3 2 13 0 18 19 108 4 0 131 20 9 15 0 44 271 •04:15 04:30 PM 5 77 3 0 85 1 5 18 0 24 28 102 10 0 140 16 14 15 0 45 294 04:45 PM 9 81 2 0 92 0 15 21 0 36 30 124 16 0 170 16 16 25 0 57 355 . Total 27 284 11 0 322 5 29 81 0 115 96 423 43 0 562 69 57 71 0 197 1196 05:00 PM 6 62 7 0 75 1 11 22 0 34 41 88 20 0 149 24 30 18 0 72 330 •05:15 PM 2 69 4 0 75 1 16 26 0 43 38 105 18 0 161 35 53 32 0 120 399 05:30 PM 4 80 3 0 87 4 16 29 0 49 35 108 16 0 159 24 29 22 0 75 370 +. 05:45 PM 6 75 4 0 85 2 9 24 0 35 32 103 9 0 144 20 32 27 0 79 343 Total 18 286 18 0 322 8 52 101 0 161 146 404 63 0 613 103 144 99 0 346 1442 • • Grand Total 65 768 247 0 1080 131 406 327 1 865 360 896 161 0 1417 328 899 195 0 1422 4784 Apprch % 6.0 22. 0.0 15. 46. 37. 0.1 25. 63. 2 11. 4 0.0 23. 1 63. 2 13. 7 0.0 !71. 1 9 1 9 8 4 • Total % 1.4 16. 5.2 0.0 22.6 2.7 8.5 6.8 0.0 18.1 7.5 1 . 3.4 0.0 29.6 6.9 18. 4.1 0.0 29.7 i • • • • • • • • • • • • Davenport Engineering 545 North Trade Street - Suite 202 Winston-Salem, NC 27101 • • File Name : BLUECL-1 Site Code : 00000003 Start Date : 08/04/2006 Page No :3 College Road Blue Clay Road College Road Blue Clay Road Souhbound Westbound Northbound Eastbound Start Rig Thr Left =PedApp., Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr LeftPed App. ITime Total Total ht u ht u s Total ht u s Total ht u s Peak Hour From 07:00 AM to 11:45 AM - Peak 1 of 1 • By 07:30 AM 07:30 AM • Approach Volume 6 137 128 0 271 63 183 78 1 Percent 2.2 50.6 4 2 7. 0.0 19. 4 5 3 24. 0.3 High Int. 07:30 AM 07:30 AM . Volume 2 43 30 0 75 11 55 22 0 Peak 0.90 • Factor 3 • Peak Hour From 12:00 PM to 05:45 PM - Peak 1 of 1 • By 04:15 PM 04:45 PM Approach Volume 28 287 15 0 330 6 58 98 0 Percent 8.5 87. 4.5 0.0 3.7 35.. 60. 0.0 High Int. 04:45 PM 05:30 PM • Volume 9 81 2 0 92 4 16 29 0 • Peak 0.89 Factor 7 • 325 88 0.92 3 162 49 0.82 7 07:30 AM 78 43 31 0 152 51. 28. 20. 0.0 3 3 4 07:45 AM 23 14 7 0 44 0.86 4 04:45 PM 144 425 70 0 639 22. 66. 11. 0.0 5 5 0 04:45 PM 30 124 16 0 170 0.94 0 07:00 AM 107 356 13 0 476 22. 74. 2.7 0.0 5 8 07:30 AM 29 101 5 0 135 0.88 1 05:00 PM 103 144 99 0 346 29. 41. 28. 0.0 8 6 6 05:15 PM 35 53 32 0 120 0.72 1 Inl. Total • • • • • John Davenport Engineering Inc i P.O. Box 4131 • Winston-Salem, NC 27115 Fax: (336) 722-6788 • • Groups Printed- Unshifted File Name : SIDBUR-2 Site Code : 00000002 Start Date : 8/3/2006 Page No : 1 Blue Clay Rd. Sidbury Road Sidbury Road Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Tolal Right Thru Left Peds App.Tolal Right Thru Left Peds App,T.ta, Right Thru Left Peds ppp.Tolal Inl.Tolai Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1 1.0 07:00 AM 18 0 3 0 21 2 29 0 0 31 0 0 0 0 0 0 8 7 0 15 67 07:15 AM 34 0 2 0 36 1 53 0 0 54 0 0 0 0 0 0 5 4 0 9 99 07:30 AM 36 0 1 0 37 2 37 0 0 39 0 0 0 0 0 0 12 14 0 26 102 07:45 AM 39 0 3 0 42 3 44 0 0 47 1 0 0 0 0 0 0 12 14 0 26 115 Total 127 0 9 0 136 8 163 0 0 171 1 0 0 0 0 0 0 37 39 0 76 383 • 08:00 AM 25 0 2 0 27 3 36 0 0 39 0 0 0 0 • 08:15 AM 21 0 3 0 24 3 23 0 0 26 0 0 0 0 AM 16 0 1 0 17 1 21 0 0 22 0 0 0 0 •08:30 08:45 AM 6 0 0 0 6 3 23 0 0 26 0 0 0 0 • Total 68 0 6 0 74 10 103 0 0 113 0 0 0 0 • 04:00 PM 7 0 2 0 9 3 23 0 0 26 0 0 0 0 04:15 PM 10 0 1 0 11 4 22 0 0 26 0 0 0 0 PM 15 0 1 0 16 4 17 0 0 21 0 0 0 0 •04:30 04:45 PM 7 0 2 0 9 5 23 0 0 28 0 0 0 0 i Total 39 0 6 0 45 16 85 0 0 101 0 0 0 0 05:00 PM 13 0 3 0 16 3 24 0 0 27 0 0 0 0 05:15 PM 5 0 4 0 9 2 20 0 0 22 0 0 0 0 •05:30 PM 14 0 3 0 17 6 21 0 0 27 0 0 0 0 05:45 PM 15 0 2 0 17 2 21 0 0 23 0 0 0 0 Total 47 0 12 0 59 13 86 0 0 99 0 0 0 0 • Grand Total 281 0 33 0 3141 47 437 0 0 484 0 0 0 0 Apprch % 89.5 0 10.5 0 9.7 90.3 0 0 0 0 0 0 • Total % 19.6 0 2.3 0 21.9 3.3 30.4 0 0 33.7 0 0 0 0 • • Blue Clay Rd. Sidbury • 0 0 12 13 0 25 0 0 11 9 0 20 0 0 20 11 0 31 0 0 17 8 0 25 0 0 60 41 0 101 91 70 70 0 0 15 32 0 47 82 0 0 19 21 0 40 77 0 0 21 35 0 56 93 0 0 25 24 0 49 86 0 0 80 112 0 192 338 0 0 30 24 0 54 97 0 0 25 53 0 78 109 0 0 43 34 0 77 121 0 0 33 27 0 60 100 0 0 131 138 0 269 427 0 0 308 330 0 638 1436 0 48.3 51.7 0 0 0 21.4 23 0 44.4 91 70 70 0 0 15 32 0 47 82 0 0 19 21 0 40 77 0 0 21 35 0 56 93 0 0 25 24 0 49 86 0 0 80 112 0 192 338 0 0 30 24 0 54 97 0 0 25 53 0 78 109 0 0 43 34 0 77 121 0 0 33 27 0 60 100 0 0 131 138 0 269 427 0 0 308 330 0 638 1436 0 48.3 51.7 0 0 0 21.4 23 0 44.4 Southbound Road Westbound Northbound Peak Hour or ac p roa +0 mins. +15 mins. +30 mins. +45 mins. Total volume %App. Total PHF WAS AM 34 36 39 25 134 94.4 1 .859 0 0 0 0 0 0 .000 2 1 3 2 8 5.6 .667 0 0 0 0 0 0 .000 36 37 42 27 142 .845 07:15 AM 1 2 3 3 9 5 .750 53 37 44 36 170 95 .802 0 0 0 0 0 0 .000 0 0 0 0 0 0 .000 54 39 47 39 179 .829 07:00 AM 0 0 0 0 0 0 .000 0 0 0 0 0 0 .000 0 0 0 0 0 0 .000 0 0 0 0 0 0 .000 0 0 0 0 0 .000 07:45 AM 0 0 0 0 0 0 1 .000 12 12 11 20 55 53.9 .688 14 13 9 11 47 46.1 .839 0 0 0 0 0 0 .000 26 25 20 31 102 .823 Jolu1 Davenport Engineering Inc P.O. Box 4131 Winston-Salem, NC 27115 Fax: (336) 722-6788 File Name : SIDBUR-2 Site Code : 00000002 Start Date : 8/3/2006 Page No : 2 Blue Clay Rd. Sidbury Road Sidbury Road Southbound Westbound Northbound Eastbound Start Right Thru Left Peds gpp,_o Right Thru Left Peds ppp, Total Right Thru Left Peds ppp, Total Right Thru Left Peds ppp, Total Time Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 f].... I, u,.,��f— 1= k Ann rnorh Ben ins at: r can i t i OFF v +0 mins. +15 mins. +30 mins. +45 mins. 05.00 PM 13 5 14 15 0 0 0 0 3 4 3 2 0 0 0 0 16 9 17 17 04:45 PM 5 3 2 6 23 24 20 21 0 0 0 0 0 0 0 0 28 27 22 27 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 30 25 43 33 24 53 34 27 0 0 0 0 54 78 77 60 Total Volume A. Total 47 79.7 0 0 12 20.3 0 0 59 16 15.4 88 84.6 0 0 0 0 104 0 0 0 0 0 0 0 0 0 0 0 131 48.7 138 51.3 0 0 269 PHF 1 .783 .000 .750 .000 .868 1 .667 .917 .000 .000 .929 1 .000 .000 .000 .000 .000 1 .000 .762 .651 .000 .862 Davenport Engineering 545 North Trade Street - Suite 202 • Winston-Salem, NC 27101 File Name : SIDBUR-1 Site Code : 00000001 Start Date : 08/02/2006 Page No : 1 • Grou s Printed- Unshifted • • old Dairy Farm Road Sidbury Road Sidbury Road Southbound Westbound Northbound Eastbound Start Rig Thr Ped App.7htu�� Ped App. Rig Thr Left Ped App. Rig Thr Left Pe App. Int. Time ht Left u s Totals Total ht u s Total ht u s Total Total Factor 1.0 1.0 1.0 1.0 01.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 07:00 AM 4 0 45 1 50 19 2 3 0 24 0 0 0 0 0 0 0 1 0 1 75 07:15 AM 3 0 69 0 72 16 0 0 0 16 0 0 0 0 0 0 2 3 0 5 93 07:30 AM 0 0 89 0 89 20 0 0 0 20 0 0 0 0 0 0 1 3 0 4 113 07:45 AM 2 0 90 0 92 25 0 0 0 25 0 0 0 0 0 0 1 1 0 2 119 Total 9 0 293 1 303 80 2 3 0 85 0 0 0 0 0 0 4 8 0 12 400 • 08:00 AM 1 0 53 0 54 36 1 0 0 37 0 0 0 0 0 0 1 3 0 4 95 AM 1 0 51 0 52 22 1 0 0 23 0 0 0 0 0 0 4 0 0 4 79 .08:15 08:30 AM 3 0 34 0 37 25 1 0 0 26 0 0 0 0 0 0 0 2 0 2 65 08:45 AM 0 0 31 0 31 20 0 0 0 20 0 0 0 0 0 0 2 3 0 5 56 • Total 5 0 16 00 174 103 3 0 0 106 0 0 0 0 0 0 7 8 0 15 295 • 04:00 PM 5 0 27 0 32 41 2 0 0 43 0 0 0 0 0 0 1 4 0 5 80 •04:15 PM 2 0 22 0 24 43 0 0 0 43 0 0 0 0 0 0 0 1 0 1 68 04:30 PM 1 0 31 0 32 43 1 0 0 44 0 0 0 0 0 0 3 2 0 5 81 04:45 PM 4 0 35 0 39 41 1 0 0 42 0 0 0 0 0 0 2 2 0 4 85 • Total 12 0 115 0 127 168 4 0 0 172 0 0 0 0 0 0 6 9 0 15 314 • 05:00 PM 3 0 27 0 30 57 0 0 0 57 0 0 0 0 0 0 0 2 0 2 89 • 05:15 PM 2 0 29 0 31 65 2 0 0 67 0 0 0 0 0 0 0 0 0 0 98 PM 0 0 40 0 40 71 0 0 0 71 0 0 0 0 0 0 0 5 0 5 116 •05:30 05:45 PM 3 0 28 0 31 62 2 0 0 64 0 0 0 0 0 0 1 1 0 2 97 Total 8 0 124 0 132 255 4 0 0 259 0 0 0 0 0 0 1 8 0 9 400 • • Grand 34 0 701 1 736 606 13 3 0 622 0 0 0 0 0 0 18 33 0 51 1409 •35. Total Apprch % 4.6 0.0 9 2 0.1 9 4 2.1 0.5 0.0 0.0 0.0 0.0 0.0 0.0 3 64. 7 0.0 • Total % 2.4 0.0 49. 0.1 52.2 43. 0.9 0.2 0.0 44.1 0.0 0.0 0.0 0.0 0.0 0.0 1.3 2.3 0.0 3.6 • • • • • • • • • • Davenport Engineering 545 North Trade Street - Suite 202 • Winston-Salem, NC 27101 • File Name : SIDBUR-1 Site Code : 00000001 Start Date : 08/02/2006 Page No :3 Old Dairy Farm Road Sidbury Road Sidbury Road Southbound Westbound Rig ThrP=dA Northbound Eastbound Rig Thr Ped App. Rig Thr Ped App. Int. Start Rig��Ped�Ap. Left ht Left Left ht u s Total ht u s Total Total Time ht l u Peak Hour From 07:00 AM to 11:45 AM - Peak 1 of 1 • By 07:15 AM 07:45 AM • Approach Volume 6 0 301 0 307 108 3 0 0 111 Percent 2.0 0.0 98. 0.0 97. 2.7 0.0 0.0 High Int. 07:45 AM 08:00 AM Volume 2 0 90 0 92 36 1 0 0 37 Peak 0.83 0.75 Factor 4 0 • Peak Hour From 12:00 PM to 05:45 PM - Peak 1 of 1 By 04:45 PM 05:00 PM Approach • Volume 9 0 131 0 140 255 4 0 0 259 • Percent 6.4 0.0 93. 0.0 98. 5 1.5 0.0 0.0 High Int. 05:30 PM 05:30 PM Volume 0 0 40 0 40 71 0 0 0 71 Peak 0.87 0.91 Factor 5 2 • • • 07:00 AM 0 0 0 0 0 12:00 PM 0 0 0 0 0 07:15 AM 0 5 10 0 15 0.0 33. 66. 0.0 3 7 07:15 AM 0 2 3 0 5 0.75 0 04:00 PM 0 6 9 0 15 0.0 40. 60. 0.0 0 0 04:00 PM 0 1 4 0 5 0.75 0 North Chase Apartments Summary of Trip Generation Calculation For 432 Dwelling Units of Apartments August 17, 2006 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 6.36 0.00 1.00 2747 7-9 AM Peak Hour Enter 0.10 0.00 1.00 43 7-9 AM Peak Hour Exit 0.40 0.00 1.00 172 7-9 AM Peak Hour Total 0.50 0.00 1.00 215 4-6 PM Peak Hour Enter 0.38 0.00 1.00 166 4-6 PM Peak Hour Exit 0.21 0.00 1.00 89 4-6 PM Peak Hour Total 0.59 0.00 1.00 255 Saturday 2-Way Volume 7.26 0.00 1.00 3135 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.45 0.00 1.00 196 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: T = 6.01(X) + 150.35, R^2 = 0.88 7-9 AM Peak Hr. Total: T = .49(X) + 3.73 R^2 = 0.83 , 0.2 Enter, 0.8 Exit 4-6 PM Peak Hr. Total: T = .55(X) + 17.65 R^2 = 0.77 , 0.65 Enter, 0.35 Exit AM Gen Pk Hr. Total: T = .53(X) + 4.21 R^2 = 0.82 , 0.29 Enter, 0.71 Exit PM Gen Pk Hr. Total: T = .6(X) + 17.52 R^2 = 0.8 , 0.61 Enter, 0.39 Exit Sat. 2-Way Volume: T = 7.85(X) + -256.19, R^2 = 0.85 Sat. Pk Hr. Total: T = .41(X) + 19.23 R^2 = 0.56 , 0 Enter, 0 Exit Sun. 2-Way Volume: T = 6.42(X) + -101.12, R^2 = 0.82 Sun. Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS SIGNAL TIMING DATA/OTHER 8/22/2006 06-123 Charleston Lakes 33 PHASING DIAGRAM 02+6 04+8 PHASING DIAGRAM DETECTION LEGEND t-- DETECTED MOVEMENT �— UNDETECTED MOVEMENT (OVERLAP) - - UNSIGNALIZED MOVEMENT PEDESTRIAN MOVEMENT TABLE OF OPERATION PHASE SIGNAL F FACE ?6 21, 22 G R Y 41,42 R G R 61, 62 G R Y 81. 82 R G R SIGNAL FACE I.D. © Denotes L.E.D. O 12' 21. 22, 41. 42 61, 62, 81. 82 81 82 -- NC 1-2 ---- — — — — —— 62 -- — — —————61 - — — — — ----12' 0----— — — — — — 12-------=—_--------------y 42 41 55 MPH -2% Grade TIMING CHART PHASE 02 04 06 08 MINIMUM GREEN 1 14 SEC.1 7 SEC. 14 SEC. 7 SEC. PASSAGE/CAP 1 6 SEC.1 I SEC. 6 SEC. I SEC. YELLOW CHANGE INT. 1 5.0 SEC.1 5.0 SEC. 5.0 SEC. 5.0 SEC. RED CLEARANCE 1 1.5 SEC. 1.5 SEC. 1.5 SEC. 1.5 SEC. 22 STANDARD SIGNAL FACE CLEARAW ■u© TO 0 EVEN �ODOt ©u©o©u©o©o©u©o©o©o© 0 000 M SO 0 ,000EMOM 0002-7- IL, go LEE"a`oE-T'y�©©��gg©r�©�GRpp o€ M72aaM R o � 0A ' Wacor-�r- 000 W W. ICY 0 AL't:i37�0y WWi17fE'�dvC�[:. F—n-IMEEMAiMII cm ems- -aceES K 5M '®Si � Jmff W - WALK row - FLASHING ON'7 WALK DW -DON" WAI � 55 MPH -1% Grade ---- -------_ --- , --- ------ � -� %, — Locate sign \\Yz 450' from \\ stop bar. LOOP & DETECTOR UNIT INSTALLATION CHART TS-1 CONTROLLER I ------------------- NC 132 PROPOSED STOP BAR __ _�� t�- �M —� �l cwi �� � �-� _�� ���� • - ICI _ � a i_ _'�� __ • NEW HANOVER COUNTY PLANNING APPLICATION FORM PLEASE READ THOROUGHLY BEFORE COMPLETING Type or Print Only Please Name of Applicant/gtnve�w-",swee � �, � 3 S Cd N e u �.-� l� G �A Address of Applicant/sucuayer C�ea 1 N e 733 Z Co 1 c 5 W 0_1TH ; Applicant's Phone No. /-?io - (;�,►5 -5��c:) Date of Submission: Name of Property Owner (if different than Property Owner) cow S 1 (A.y L. L 5?6) 6 #o -UIJG15 1-t-C hr9RDAu' Address of Property Owner Z5b CoLoN�1 $ 1 Location of Property j 57 '5 j. �.©n D Tax Ma S �Cp���r - Area of Property Sq. ft. 2� 7 g3 /c54 g 5f Acres 63 89 �G.� eS Zoning of Property -Is Land Classification Existing Use of Property �c5� D�i���, 1io2seA�M Proposed Use of Property SIPJG L 6 " W1 L n I'vq-t 0 A-; n1c Z0 9 Application Fee Z Z 7c) toJ L M/,V(; 7tW 7 • !)C Z&4qa► _ Parcel 1Aq� PERFORMANCE RESIDENTIAL DEVELOPMENT ProjectName Your application will be regarded as incomplete until the following items are received by the Planning Department. A fee of $200.00 per application will be charged, plus $15.00 per lot/unit for a final map. This fee, payable to New Hanover County, MUST accompany this application. 1. STREETS - Written comments from the North Carolina Department of Transportation approving the design of all public streets or a letter from the County Engineer approving the design of all private streets. 2. Water and Sewer - A letter from the appropriate State or local health agency approving the design of such systems and commitment allocation to serve the project. 3. Drainage - The location of all marshes, water courses, ditches, drainage channels, sub -surface drainage structures, and proposed method of disposing all run-off along with proposed drainage and utility easements (water and sewer) for the proposed subdivision. 4. Class IV Soils - A letter from the Soil Conservation Service indicating the acreage of Class IV soils on the property. Your application MUST also submit a site plan conforming to the requirements of Section 69.2 of the Zoning Ordinance. These requirements are listed on the. reverse side of this application. Applications for Performance Residential Development are received and acted upon by the County's Technical Review Committee. You are encouraged to arrange an informal pre -application conference with the Planning Department staff at least two (2) weeks prior to the date upon which you intend to submit an application. By attending this conference, you will improve your chances of submitting a complete and acceptable application. You should bring a rough sketch of your proposal to this conference. Planning staff will proceed to: PERFORMANCE DEVELOPMENT CRITERIA __ ✓ Fourteen (14) copies of proposed plan . Scale no smaller than one (1) inch to two hundred (200) feet _ ✓ Preliminary site plan fee of 5oo _ Z Vicinity or location map, North arrow, and date (Top right corner) _ ✓ Name of designer, engineer or surveyor, & address (shown on bottom long edge of sheet) ✓_ Owner's, name, address, and phone number on plan (shown on bottom long edge of sheet) Z Developer (if other than Owner), development name (shown on bottom long edge of sheet) _a Tax map, block, and parcel numbers Boundary line of tract to be developed drawn accurately with bearings &,distances dimensions Total gross acres in the tract Total acres occupied by all structures (including street right-of-way and parking areas) Total acres and boundaries of land lying within the 100 year floodplain and below mean high water mark, plus delineation of 100 year flood boundary (note if not applicable) Boundaries & acreages of all open space areas _0��'r Location of all existing and proposed multiple dwelling structures _ t Total number of dwelling units to be constructed with number of bedrooms per unit vxf Location and right-of-way widths of all streets and easements (and other areas to be dedicated to for public use), including street designation (public or private) & unduplicated street names Street cross-section with typical marl and asphalt depths Location and description of all open space & recreation areas and facilities, if any Location of natural features, including topographical information (contour interval two (2) feet), water courses and approximate forest lines Location and size of all existing proposed utility and drainage facilities (Section 41) 20' setback between attached structures and from peripheral lot lines; 10' setback between detached structures _ F1 P- Within area of proposed thoroughfare (Show location if applicable) __Lg Parking provided in accordance with Zoning Ordinance (Note if NOT applicable) Tree retention and landscaping in accordance with Section 67 (C.O.D.) Conservation Resource Areas designated _Nf.,.y Area within Division of Environmental'Management Stormwater Review Water supply/sewage disposal methods and approval letters Areas to be maintained by Homeowner's Association clearly indicated on plan Private streets acceptable to County Engineer or public streets acceptable to NCDOT _ = Approxi-mate delineation of 404 wetlands & Section 10 wetlands _� f. v Total acres submerged land, plat area per dwelling unit & acreage of open space Existing zoning classification & adjoining land / land owners _r= Location of County and/or municipal limits (if applicable) Lot lines, minimum setback lines Hurricane evacuation plan (if applicable) Fire hydrant locations (Section 52.8) Traffic impact study (if applicable) Street connectivity "Links to Nodes" (Section 41-1)(7 F) Sidewalks & pedestrian access (Section 52-11) Double frontage lots to be avoided Street lights (Section 52-9) _AZ_ Cul-de-sac length less 500% block length less than 400' greater than 1000' ve' Street jogs no less than 200' Gross Tract Area Less: Area in lakes, ponds, rivers, marshes Area in Class IV soils as confirmed by Soil Conservation Service. (In lieu of subtracting Dorovan, Johnston and/or Pamilco soils the develnner mnu ph„n— l Le AUD AAL $tLe \ �� - ✓ I /st O is �.. 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Aruna.Reddi@wilmingtonnc .g To "Toyia Streeter" <tstreeter@davenportengineering.com> ov cc Mike.Kozlosky@wilmingtonnc.gov, sburgess@nhcgov.com, 10/11/2006 05:28 PM alaw@dot.state.nc.us bcc Subject Re: Charleston Lakes TIA Toyia, I have looked in the figures in the new TIA you have sent us via ftp server. There is lot of descrepancy in the Figure 3 traffic counts from the first TIA and last one. Why is so? If you got these numbers from the traffic count readings , how they can be changed so much? I do find the traffic volume data same in the previous TIA and the current one you sent via ftp server. Also the numbers around college road and Blue Clay intersection are not coming up with same numbers for Figure 5, when I added with 3% per year to the existing counts. For example southbound right turn on College, in Figure 3 it is 6(28) whereas in Figure 5 it is 39(47). If you increase 3%per year for 4 years, it will be 7 (32). We need you submit a cover letter about the addendum regarding the changes so that we could add that in our copy for future reference. Thank You, Aruna S Reddi Associate Transportation Planner City of Wilmington / Wilmington MPO Wilmington, NC 28402 Tel: 910-341 5891 Fax: 910-341 3264 www.wmpo.org "Toyia Streeter" <tstreeter@davenp ortengineering.co m> 10/06/2006 11:46 AM Aruna, <Aruna.Reddi@wilmingtonnc.gov> Charleston Lakes TIA To cc Subject I tried to send the TIA in PDF format for you, but it was kicked back by your server. Please use the following instructions to obtain the revised TIA. Instructions for downloading a file from Davenport Engineering Public FTP site: 1. Open internet explorer 2. in the address line type- ftp://davenportengineering.com 3. enter user id- John.Davenport 4. enter password- D16f3Bb 5. click the logon button 6. Click on the Wilmington Traffic Studies Folder 7. Click on the Charleston Lakes Folder Please let me know if you have any additional questions regarding the study or have any problems logging onto the ftp site. Thank you, Toyia Streeter -Transportation Engineer John Davenport Engineering, Inc. 545 N. Trade Street Winston-Salem, NC 27101 Office: (336) 744-1636 Fax: (336) 722-6788 E-mail: tstreeter@davenportengineering.com Sam Burgess To: jsb@ec.rr.com, mike. kozlosky@ci.wilmington.nc.us, 06/30/2006 01:06 PM alaw@dot.state.nc.us, dcumbo@dot.state.nc.us, bradsedwick@hotmail.com cc: Chris O'keefe/NHC, Jane Daughtridge/NHC, Karyn Crichton/NHC cc: Subject: TIA Scope Mtg Charleston Lakes aka Sidbury Road tract Gentlemen: A TIA scoping of the Sidbury Road tract will be held on Thursday, July 13, 2006 beginning at 9:30 a.m. in the DDT's Division Office. Contact me if you have questions. ') Sam A 0 k&t-5 S.A. Burgess co —No o - B -Z-Q'I. o OW Principal Development Planner k%VZ2 New Hanover County Planning Department $v(2o 230 Marketplace Drive, Suite 150 - l_004- � p.Qc� Wilmington,NC28403 (j��`� (41 Phone: (910) 798-7441 Fax: (910) 798-7053 G/o 2010 �O QD 'Q -uc-qQ 1 Anthony Law To: sburgess@nhcgov.com <alaw@dot.state.nc.0 cc: jsb@ec.rr.com, mike.kozlosky@ci.wilmington.nc.us, Dan Cumbo ` s> <dcumbo@dot. state. nc.us> 06/29/2006 10:21 AM Subject: Re: Traffic Scoping Mtg Sam, Dan Cumbo and I have a previously scheduled meeting at 10:30 am on the 13th with John Bauerlein at our Division Office. We would like to propose to meet on the Sidbury site at 9:30 on the 13th at the Division Office. Please let us know if this is acceptable so we can schedule a room. Anthony Law sburgess@nhcgov.com wrote: > Gentlemen, > A preliminary site plan proposal is in the works for a 130 lot + project > off Sidbury Road - just east of "The Rock." Two dates have been tossed up > to meet and scope this project - July 10 & 13 at the County Planning > Office. Please indicate whether the either date is open for you and whether > you prefer to meet in the a.m. or p.m. > Thanks, > Sam > S.A. Burgess > Principal Development Planner > New Hanover County Planning Department > 230 Marketplace Drive, Suite 150 > Wilmington, NC 28403 > Phone: (910) 798-7441 > Fax: (910) 798-7053 > NOTICE: E-Mail correspondence to and from this address may be subject to > the North Carolina Public Records Law. - alaw.vcf Sam Burgess 06/29/2006 09:42 AM Gentlemen, To: jsb@ec.rr.com, alaw@dot. State. nc.us, mike. kozlosky@ ci.wilmington.nc.us cc: cc: Subject: Traffic Scoping Mtg A preliminary site plan proposal is in the works for a 130 lot + project off Sidbury Road - just east of "The Rock." Two dates have been tossed up to meet and scope this project - July 10 & 13 at the County Planning Office. Please indicate whether the either date is open for you and whether you prefer to meet in the a.m. or p.m. Thanks, Sam S.A. Burgess Principal Development Planner New Hanover County Planning Department 230 Marketplace Drive, Suite 150 Wilmington, NC 28403 Phone: (910) 798-7441 Fax: (910) 798-7053 S c� _ ,, 5K };& Mike.Kozlosky@wilmi To: sburgess@nhcgov.com r'= 0(fl 2 I ngtonnc.gov cc: Anthony Law <alaw@dot.state.nc.0 pr 06/27/2006 04:32 PM Subject: Re: [Fwd: LORD DRIVE.doc] Based on the proposed trip generation, a TIA will be required for the Charleston Lakes subdivision. There is a little confusion on this one because NCDOT's ordinances would not require this TIA, however the County ordinances supersede NCDOT and require the completion of this analysis. If you have any questions, please let me know. Thanks. Mike Kozlosky Sr. Transportation Planner City of Wilmington/ Wilmington MPO (910)342-2781 http://www.wmpo.org sburgess@nhcgov.com 06/27/2006 02:34 PM Anthony, To Anthony Law <alaw @dot.stale.nc.us> cc mike. kozlosky@ci.wilmington.nc .us Subject Re: [Fwd: LORD DRIVE.docl Lord Drive, aka Natures Walk has not received final plat approval from the County. Based on some of our maps, there is a portion of a public right of way that has been dedicated and recorded off Bedford Drive and is maintained by the State. On another note, the 3rd project you and I could not remember from yesterday is Charleston Lakes (130 lots) off Sidbury Road. The PE for the proposed project (Brad Sedgewick) indicates that a TIA would not be required. He stated that he talked with you or your colleagues and indicated that a TIA would not be required. Unless I am missing something, my line of thinking is that a TIA would be required based on the fact the the project proposal may generate over 100 peak hour trips. Please advise. Thanks, Sam ***************************************** S.A. Burgess Principal Development Planner New Hanover County Planning Department 230 Marketplace Drive, Suite 150 Wilmington, NC 28403 Phone: (910) 798-7441 Fax: (910) 798-7053 **************************************************** Anthony Law <alaw@dot.state. To: SAM BURGESS <sburgess@nhcgov.com> nc.us> cc: 06/27/2006 08:28 AM Sam, Subject: [Fwd: LORD DRIVE.doc] Can you verify whether or not the subject subdivision road has been recorded? I understand the name now is Natures Walk. Thank you Content -Transfer -Encoding: quoted -printable Return -Path: <jfentress@stroudengineer.com> Received: from dotmail01.dot.state.nc.us ([207.4.62.222]) by dotmai104.dot.state.nc.us (Netscape Messaging Server 3.62) with ESMTP id 766 for<alaw@dotmail04.dot.state.nc.us>; Tue, 27 Jun 2006 07:45:44 -0400 Received: from dotnavgw0l.dot.state.nc.us ([207.4.62.141]) by dotmail01.dot.state.nc.us (Netscape Messaging Server 3.62) with SMTP id 374 for <alaw@dot.state.nc.us>; Tue, 27 Jun 2006 07:45:41 -0400 Received: from scc098.its.state.nc.us ([207.4.219.13]) by dotnavgw0l.dot.state.nc.us (SMSSMTP 4.1.9.35) with SMTP id M2006062707500320824 for <alaw@dot.state.nc.us>; Tue, 27 Jun 2006 07:50:03 -0400 Received: from gvl.stroudengineer.com (mail.stroudengineer.com [63.148.177.21) by scc098.its.state.nc.us (8.13.7/8.13.7/DRH) with ESMTP id k5RBjatp007125 for <alaw@dot.state.nc.us>; Tue, 27 Jun 2006 07:45:36 -0400 (EDT) Subject: RE: LORD DRIVE.doc MIME -Version: 1.0 Date: Tue, 27 Jun 2006 07:50:15 -0400 Message-ID:<AE982D93A7AD6F45ACC7AD3294570FB8F465@GVL.stroudengineer.com> Content -class: urn:content-classes:message X-MimeOLE: Produced By Microsoft Exchange V6.5.6944.0 X-MS-Has-Attach: X-MS-TNEF-Correlator: Thread -Topic: LORD DRIVE.doc Thread -Index: AcaZcR/7eivyByCuSOKgkuPY9ju2kgAbkAfg From: "jimmy fentress" <jfentress@stroudengineer.com> To: <alaw@dot.state.nc.us> X-Spam-Status: Yes, hits=-100 required=6 X-Spam-Score: -100 UNSPAM14a X-Scanned-By: MIMEDefang 2.57 on 207.4.219.13 Content -Type: text/plain; charset="iso-8859-1" IT'S ALREADY RECORDED AS PUBLIC, IF I AM NOT MISTAKEN. -----Original Message ----- From: alaw@dot.state.nc.us [mailto:alaw@dot.state.nc.us] Sent: Monday, June 26, 2006 6:33 PM To: jimmy fentress Cc: SAM BURGESS; Joe S. Justice Subject: LORD DRIVE.doc Jimmy, I have attached a copy of our TRC comments for the Lord Drive extension submittal, which I understand is now named Natures Walk. Our records indicate that there has been no submittal for this subdivision for preliminary plan approval or driveway permit. I received a call earlier today from Jimmy with CBH Construction, he was inquiring as to the testing required for subgrade, stone, etc. I informed him that the information would be in the plan approval letter. Once he told me the name of the subdivision we looked through our files and can find no record of approval. Please check your records and verify if this subdivision is intended to be recorded as public. The Department will not be in a position to sign off on a recording map without preliminary plan approval for the subject subdivision. Anthony Law (See attached file: alaw.vcf) NOTICE: E-Mail correspondence to and from this address may be subject to the North Carolina Public Records Law. CONSULTING, PA i 7332 Cotesworth Drive Wilmington, NC 28405 (910) 619-9990 Fax (910) 401-1620 PLANNING - ENGINEERING - CONSTRUCTION MANAGEMENT June 22, 2006 Mr, Mike Kozlosky Wilmington Metro Planning Organization 305 Chestnut Street 3rd Floor Tower Wilmington, NC 28402 Mr. Anthony Law North Carolina Department of Transportation 300 Division Drive Wilmington, NC 28401 RE: Proposed Residential Subdivision Charleston Lakes of Wilmington Dear Sirs: On behalf of my client JBS Consulting, PA (JBSC) is in the planning stages for a new residential subdivision located on north side Sidbury Road approximately 3000 feet east of the Sidbury/1-40 Overpass. In the planning process I have met with Mr. Chris Baker with NC DOT and with Mr. Sam Burgess with New Hanover County Planning. During my meeting with Chris Baker he indicated (on a preliminary basis) that a TIP study would not be required on this project based on the planned approximately 130 lots in this new subdivision. He based this on a cut off of 250 to 300 lots not requiring a TIP. Based on my meeting with Sam Burgess he indicated that he thought a TIP would be required on a limit of 100-125 lots. This letter is an official request to both of your respective agencies to discuss this matter and inform me and my client as to what would be required in this situation Your response would be appreciated and I look forward to working with you on this project. Should you have any questions please do not hesitate to pick up the phone, For your reference I have attached a preliminary layout of the subdivision and a location map of the property. Sincerely yours; it Brad Sedgwick, PE President Attachments: Preliminary Layout Vicinity Map I 1 1 I I I ' 1 1 I 1 I 1 -- j1 1 1 1 1 1 1 1 - a m� .'•`r_, rr-'FR: um rr /wvm� ® wcwa vrtx n m vw ri¢ miter �w oiurt .u. m¢rs. vx/. rNii m�rm.To ..rs � �c u01-ioo/rYfd`s ui � .ac/•iW ® yR./xy YCMI�t �mpwi I�ORNO6 T ICI�N .Q d•wil�. 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Wetherill, C.P.E.S.0 230 Government Center Drive •Suite 160 Beth Erosion Specialist Wilmington, North Carolina 28403 TELEPHONE (910)-798-7139 Fax (910) 798-7051 June 5, 2007 Sidbury Real Estate Holdings, LLC 5505 Sidbury Road Wilmington, North Carolina 28429 Attention: Mr. Thomas Hardaway RE: Grading Permit #8-07, Charleston Lakes Subdivision Dear Mr. Hardaway: This office has reviewed the subject sedimentation and erosion control plan. We find the plan to be acceptable. The land disturbing fee of $20,700 is due at time of plat recordation, Please read the pernzit conditions carefully and return the signed original to our office and keen the copy for your records. Please be advised that a copy of the approved soil erosion plan and a copy of the issued grading permit must be available at all times at the site. New Hanover County's Soil Erosion and Sedimentation control program is performance oriented requiring protection of the natural resources and adjoining properties. If following the commencement of the project, it is determined that the plan is inadequate to meet the requirements of the New Hanover County Soil Erosion and Sedimentation Control Ordinance, this office may require revisions in the plan and its implementation to insure compliance with the ordinance. Recognizing the desirability of early coordination of sedimentation and erosion control measures, preconstruction meetings are now required. These meetings should be held prior to any land disturbing activity on site and should be attended by the grading contractor and job superintendent. Please contact this office to set the date of the pre -construction conference at (910) 798-7139. This permit will not preclude any other permits or approvals necessary for beginning or completing this development. It is the owners responsibility to have all the approvals or permits that are required prior to beginning construction. Approval of an erosion control plan is conditioned on the applicants compliance with Federal and State Water Quality laws, regulations and rules. Respectfully yours, jw� t l .9_44� Beth Easley Wetherill NHC Soil Erosion Specialist cc: Sam Burgess, NHC Planning Brad Sedgewick, PE, JBS Consulting, PA Permit# GP 8-07 r 'ti V Permit for a Land Disturbing Activity New Hanover County Department of Engineering 230 Government Center Drive - Suite 160 Wilmington, North Carolina 28403 (910) 798-7139 ' As authorized by the New Hanover County Erosion and Sedimentation Control Ordinance This permit issued to Sidbury Real Estate Holdings, LLC authorizes the development of 54 acres of land at 5505 Sidbury Road for Charleston Lakes Subdivision in New Hanover County. This permit issued on June 5, 2007 is subject to compliance with the application and site drawings, all applicable regulations and special conditions and notes set forth below. Any plan modifications must be approved by this office prior to field changes. It is understood by the applicant that a representative of New Hanover County's Engineering Department may inspect the site at any time following the issuance of this Permit. A copy of the approved Soil Erosion Plan and this permit must be available at all times at the site. Failure to execute the provisions of this permit and the approved Soil Erosion Plan, or any other provisions of the New Hanover County Soil Erosion and Sedimentation Control Ordinance, shall result in. immediate legal action by the County to the limits prescribed by the Ordinance. If the measures outlined on the approved Soil Erosion Plan and this Permit prove insufficient, additional Erosion Control measures can and will be required which in turn will be considered provisions of this Permit. This Permit does not preclude any other permits or approvals necessary for beginning or completing this development. Approval of an erosion control plan is conditioned on the applicant's compliance with Federal and State laws, regulations and rules. It is the Permittee's responsibility to obtain all necessary permits and approvals. SPECIAL CONDITIONS (THESE CONDITIONS MUST BE FOLLOWED IN ADDITION TO THE PLANS AND SPECIFICATIONS) 'All the soil erosion control measures will be installed as the site is cleared and maintained throughout construction. These include construction entrances, silt fences, diversion ditches, 6 sediment traps with 3 baffles, and 4 sediment basins with 3 baffles and floating skimmers. Note the sediment basins will be installed and stabilized immediately. Additional silt fence will be required on individual lots by the builder when they are cleared. The skimmer and orifice sizes for the sediment basins are as follows: #2 is 3" with a 1.4" orifice, #2A is 2" with 0.5" orifice, #3 is 4" with a 1.8" orifice and #4 is 3" with a 1.2" orifice. This permit does not include utilities at this time. *Tree Removal Permits must be acquired from the City of Wilmington and/or New Hanover County prior to clearing the site. *Silt fence stakes must be metal and will be placed six feet apart without wire reinforcement or eight feet apart with wire reinforcement. Silt fence is not allowed as inlet protection. 'This permit does not preclude any permits or approvals which may be necessary such as DEM Water Quality, C.A.M.A., the Corps of Engineers, DEM Solid Waste or any other agencies. *No sediment shall leave the site. *If plan revisions are necessary you must submit a copy to this office for approval prior to any field changes. *If soil is removed from the site, it must be taken to an approved or permitted site to be identified to this office prior to removal from the site. 6i Page Two Permit# GP 8-07 'All City and/or County and State drainage and stormwater requirements will be adhered to. *If these measures fail to adequately control erosion, more restrictive measures will be required. *If any phase of grading ceases for more than 21 calendar days (all areas, including slopes), the site will be temporarily stabilized. *The approval of an erosion control plan is conditioned on the applicant's compliance with Federal and State Water Quality laws, regulations and rules. *Note the enclosed NPDES information from the State for sites disturbing 1 acre or more and the required rates for seed, lime, fertilizer and mulch in your seeding specifications. *A pre -construction meeting is required prior to any activity on site. Please contact Beth E. Wetherill at (910) 798-7139 to set up this meeting. This Permit will expire one year from date of issue if no construction activity begin on site. This permit may not be amended or transferred to another party without approval of this office. Beth E. Wetherill, C.P.E.S.C.. Soil Erosion Specialist/New Hanover County Acknowledgment of receipt of Permit Owner By (please print) Signature JBS CONSULTING, PA 7332 Cotesworth Drive Wilmington, NC 28405 (910) 619-9990 Fax (910) 401-1620 PLANNING - ENGINEERING - CONSTRUCTION MANAGEMENT April 19, 2007 Mr. Sam Burgess New Hanover County Planning 230 Government Center Drive Suite 150 Wilmington, NC 28403 RE: Proposed Tree Protection Plan - Revised Charleston Lakes Subdivision Dear Sam: 051 olo-7 Q A +� c,r—k, .G 01 S OLI-- w/ This letter constitutes my client's (Sidbury Real Estate Holdings, LLC) planned tree protection and mitigation plan for our subdivision listed above. Per your review of our site data the following list of trees were identified as "significant" under the New Hanover County's Ordinance, These trees are located within the proposed right of way of the subdivision. We have examined the location of these trees and feel that there is no way to avoid the loss of these trees. Existing Significant Trees Pines (5) 48", 24", 24", 24", 24" Cherry (1) 10" Oaks (2) 36", 24" Maples (2) 28", 26" Gum (2) 24", 24" The total "caliper" of these trees equal 316". Per the New Hanover County Ordinance the developer is required to multiple the total caliper of the "significant trees" by a factor of 2 and replace with trees that are at a minimum of 2-3" caliper. Based on this requirement Sidbury Real Estate Holdings will be required to replace 632" of trees. Replacement Plan As per our discussion on April 18, 2007 the developer agrees to plant a minimum of 211 3" caliper trees to mitigate the loss of the significant trees. These trees will be planted in the landscape buffer along Sidbury Road, in the active recreation area located near the rear portion of the property and in the passive recreation areas near the Prince George Creek road crossing. These areas are shown on the attached map sketch. As required by New Hanover County the developer agrees to provide the attached "Irrevocable Letter of Credit" in the amount of $31, 073. This is the amount that you provided me over the telephone on April 18, 2007. We trust this tree protection plans meets New Hanover County Requirements. Should you have any question please do not hesitate to call. Sincerely yours; r Brad Sedgwick, PE President Attachment: Tree Worksheet from Sam Burgess Site Plan showing planned tree locations 2 of 2 � 1 1 1 sr, 1 " 7....w E II I II VICRIffYMAP II ( SITF DATA I tun. .u12p.1UW"0]iT1:J K116• � �m �rtrrca wcxfwl 4T. �����,�1W 1 F%nrMn>r.ewn-. if,fF.ipWwKt UkvPIOiNMR� tUI.LL MIMN11 of lOfi- I) E.YlYw6iKM 1 I wa lol.Lxllxw WlfICN IW ,. fcwUfWw•fff.lYN�ill w•x„ ntt.l wrn wero wetunn w.c,w•xufiss .KKeis� 81RlwM K�Mn� I I I Nkw• 14wgP w.n slRiw4 wow, .t.wAi��i KNtf� Tw•FttTK'x! �YX L•If F�PM KV.n Mi,.K[Ulw 1 I I I •M..w.I:._I v1 .. c - M.32-KILL) K.SSI t LLll,D KM51 nit nMK]24 tarw..a1rve . rw of viir Kus� x n in.Mww .MwnKrxerir,.e, I I wIf C w.ewf .�es� TnTn1 wLw - i f n u i[S� MT,t. w.lw wT11M K. • 1:. w. s<c r• w— wx.,wwsernwn wwrsea:tiu ms�ni Mn vn I I jI' „tunes srK,:rea.c�,tenon n6iswf. w.i.roll r I A xcMurwcrc wu moi au.eMwT�.e ufw✓ncoronawc rw,r r.c 1I�- ( l� ro.s+aw.wn.rafoanrow rua<•w,r.,w.arows,o,wnTen .ofn CONSULTING, PA JBS 7332 Cotesworth Drive Wilmington, NC 28405 (910) 619-9990 Fax (910) 401-1620 PLANNING - ENGINEERING - CONSTRUCTION MANAGEMENT March 30, 2007 Mr. Sam Burgess New Hanover County Planning 230 Government Center Drive Suite 150 Wilmington, NC 28403 12 5.1 T imb = 3 %b " (o 32 d 0,-44 r1 QA6 �V,►- P o Al t cl b OL-0 e � o.^, Qv. o i oa cd a.• 5 0%3, 2 .o e, 2 c02 RE: Proposed Tree Protection Plan 04 Charleston Lakes Subdivision 31, 0'7 'D C. 1 0 is Dear Sam: This letter constitutes my client's (Sidbury Real Estate Holdings, LLC) planned tree protection and mitigation plan for our subdivision listed above. Per your review of our site data the following list of trees were identified as "significant" under the New Hanover County's Ordinance. These trees are located within the proposed right of way of the subdivision. We have examined the location of these trees and feel that there is no way to avoid the loss of these trees. Existing Significant Trees Pines (5) 48", 24", 24", 24", 24" Cherry (1) 10" Oaks (2) 36", 24" Maples (2) 28", 26" Gum (2) 24", 24" The total "caliper" of these trees equal 316". Per the New Hanover County Ordinance the developer is required to multiple the total caliper of the "significant trees" by a factor of 2 and replace with trees that are at a minimum of 2-3" caliper. Based on this requirement Sidbury Real Estate Holdings will be required to replace 632" of trees. Replacement Plan Charleston Lakes Subdivision is being developed as a "lot/home" packaged subdivision. Buyers select their lot and choose from a selection of home plans. Each home package has a landscaping plan that includes at a minimum 4 - 2-Y caliper trees. Based on a lot count of 136 lots in the subdivision this equates to a minimum of 544 trees or 1,088" (minimum) of new trees. This one requirement clearly more than meets the replacement requirement of the New Hanover County requirement. In addition to the above replacement plan the developer will plant multiple trees along the planned landscape berm to be located along Sidbury Road, additional plantings in the amenities area and planned plantings in the passive recreation areas. We trust this tree protection plans meets New Hanover County Requirements. Should you have any question please do not hesitate to call. Sincerely yours; Brad Sedgwick, PE President Attachment: Tree Worksheet fro Sam Burgess Site Plan showing planned tree locations 2 of 2 B` 1 . 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'I®r r�l;®rr I, r •I f ' ✓z r.r.xKNE: (1007) B Ob'N 1 X 134 lPis� j�o6>S iu-rKe> Q . �rf �,nNvs�tc3EthS a At�k i5 - Zo tAw,^Y^)i2•3 Rza+► L Or D If s Aleft �. ���f�G- c m1pF _ 340 ff � 9 iaL �Iflrwlz /lUM •ar P ,a acue r•aor o..•. r DILCONSULTING, PA 7332 Cotesworth Drive B Wilmington, NC 28405 (910) 619-9990 Fax (910) 401-1620 PLANNING - ENGINEERING - CONSTRUCTION \dANAGENIENr December 8, 2006 Mr. Sam Burgess New Hanover County Planning 230 Marketplace Drive, Suite 150 Wilmington, NC RE; Charleston Lakes Subdivision Dear Sam: As per your letter of November 27, 2006 we hereby submit the attached 5 copies of the Preliminary Plat for Charleston Acres. In accordance with your letter we offer the following comments: 1. The sidewalk locations have been marked on the plans in addition a note is added to Sheet C1 indicating sidewalks will be placed on both sides of the streets. The sidewalks are also indicated on the typical road x section shown on Sheet C1. 2. Your comment number 2 is hereby noted. 3. Street lighting note has been added to Sheet C1. 4. Your comment number 4 is hereby noted. 5. The conservation overlay district is delineated on Sheet C2. The acreage calculation is shown on Sheet C 1 (12.38 acres) 6. A road stub is shown where Lot 24 was. We trust we have met the intent of the Technical Review Committee. Also based on your letter you indicated 12 trees of significance. We wish to start discussion concerning the development of a mitigation plan for these 12 trees immediately. Thank you for your help with this project so far. Sincerely yours; Brad Sedgwick, PE President Attached: 5 - Sets of Preliminary Plat (2 sheets each) James lannucci /NHC To Sam Burgess/NHC@NHC 10/24/2006 08:48 AM cc DHollis@nhcgov.com, GMcSmith@nhcgov.com, ;. •, .•+ wpinnix@nhcgov.com, jcraig@nhcgov.com, Greg Thompson/NHC@NHC, BWetherill@nhcgov.com bcc Subject Charleston Lakes of Wilmington SD#1292 Sam, Engineering Comments Stormwater ATC required. Stormwater must meet NHC stormwater ordinance and be approved prior to any land disturbance. All drainage and utility easements must meet stormwater ordinance. Access to all stormwater control measures must be provided for maintenance. Drainage easement on Prince George Creek per stormwater ordinance. All development in the floodway/floodplain must meet the NHC flood damage prevention ordinance. Pedestrian Easements required on all walking trails. Wetland / Recreation/ Common / Conservation / Open Space areas are subject to Drainage/Utility Easements. Sedimentation and Erosion Control permit also required prior to land disturbance. V Water and Sewer. Water and Sewer design must meet NHC specifications and must be approved by separate future submittal to NHC. Off -site easements, size and depth of sewer and water line sizes to be determined. Sewer to Northside Wastewater Treatment Plant. 10' Utility Easement along right-of-ways (Public or Private). All easements subject to revision based on approved water, sewer, storm drainage plans, and as-builts prior to recording. Typical road cross-section and construction must meet NCDOT Standards. Note required stating that "No vertical obstructions, fences, walls, etc. are allowed in utility or drainage easements." Thanks, Jim James P. lannucci, PE, CFM Chief Project Engineer New Hanover County Engineering Department (910) 798-7139 www.nhcgov.com NOTICE: E-Mai/ correspondence to and froin this address inay be subject to the North Carolina Public Records Law. Steven Scruggs /NHC To Sam Burgess/NHC@NHC 10/18/2006 02:06 PM cc thardawayl@ec.rr.com bcc 4� Subject Tom Hardaway -Charleston Lakes Subdivision Street Names Sam, The following names are approved to use as street names for this project Moultrie, Charleston and Vendue. Steve Steven Scruggs New Hanover County Planning Department 230 Marketplace Drive, Ste. 150 Wilmington, NC 28403. 910-798-7223 NOTICE: E-Mail correspondence to and from this address maybe subject to the North Carolina Public Records Law. .A NEW HANOVER COUNTY SCHOOLS DR. D. JOHN MORRIS, JR. Superintendent MICHAEL WAYNE Executive Director Transportation MEMORANDUM September 19, 2006 To: Sam Burgess/Bobby Harris County Planning From: Mick Wayne M V) Subject: Charleston Lakes Current district lines for the Charleston Lakes subdivision are Johnson and Wrightsboro Elementary, Trask Middle, and Laney High schools. Thank you for the opportunity to provide input on behalf of New Hanover County Schools. 2814 CAROLINA BEACH ROAD • WILMINGTON, NORTH CAROLINA 28412 • PHONE (910) 254-4080 • FAx (910) 254-4388 Tom Sosebee/NHC To Sam Burgess/NHC@NHC 09/20/2006 07:45 AM cc bcc Subject Charleston Lakes Sam, Are roadways public or private? I also had to relocate some of the hydrants, all hydrant locations are listed below. Mt. Pleasant Rd. West & Sidbury lot #138 Round -about & Battery Pk lot #134 Mt. Pleasant & Sidbury lot #99 Battery Pk. Dr. lot #106 Meeting St. lot #87 Calhoun La. & Mt. Pleasant lot #61 Calhoun La. lot # 80/81 Calhoun La. lot # 35 Calhoun La. lot # 20/21 Calhoun La. & round -about lot #56 ' Warren Lee/NHC To Sam Burgess/NHC@NHC r 10/03/2006 11:35 AM cc Warren Lee/NHC@NHC It bcc Subject Preliminary Plans Sam, Following are my thoughts on the most recent round of preliminary plans: Walnut Hills - Section 9 - This entire project is proposed to be built in an area that has been identified by FEMA as a flood hazard area. I trust any potential buyers will be made aware of this issue, and all residential structures will be required to be elevated. Roymac Business Park - I have no issues with this proposed project. Parsons Mill Farm - The short turning radius cul de sacs will be a challenge for larger emergency response vehicles. I'm concerned that adding 354 housing units in this area will cause significant traffic congestion problems on Parmele and North College Road. Charleston Lakes - Quite a few of the proposed single family home lots are within the identified FEMA flood hazard areas. I trust the potential buyers will be made aware of this fact and any residential structures will be required to be elevated. Thanks. Warren Lee, Director New Hanover County Department of Emergency Management 230 Market Place Drive, Suite 115 Wilmington, NC 28403 910-798-6910 office 910-798-6904 fax www.nhcgov.com/EM Sam Burgess/NHC To thardawayl@ec.rr.com 10/25/2006 03:16 PM cc alaw@dot.state.nc.us bcc Subject Re: trc comments Tom, As requested, all the agencies have provided written comment with the exception of NCDOT. Once NCDOT comments are provided, Planning staff will set up a meeting with you to discuss the eventful agency comments that may require some adjustments in the original preliminary site plan. Once these adjustments are made, we will schedule the project for TRC review providing the adjustments to the plan are made one week prior to TRC. The TRC has scheduled meetings on November 8 and November 22. Please let me know if you have any questions. Sam S.A. Burgess Principal Development Planner New Hanover County Planning Department 230 Marketplace Drive, Suite 150 Wilmington, NC 28403 Phone: (910) 798-7441 Fax: (910) 798-7053 "thardawayl@ec.rr.com" <tomhard28405@yahoo.com> "thardaway 1 @ec.rr.com" <tomhard 28405 @yahoo. com> To sburgess@nhcgov.com cc 10/24/2006 10:29 AM Please respond to Subject trc comments thardawayl@ec.rr.com hello sam, just wanted to know if you have or can schedule us in for this comming meeting. do you have your comments back yet? i will actually be meeting with gary mcsmith and other developers in the rea of our project t discuss sewer situation. Thanks ,Tom Do You Yahoo!? Tired of spam? Yahoo! Mail has the best spam protection around http://mail.yahoo.com CONSULTING, PA D 7332 Cotesworth Drive Wilmington, NC 28045 (910) 619-9990 Fax (910) 401-1620 PLANNING - ENGINEERING - CONSTRUCTION MANAGEMENT To: Matt Davis CC: Sam Burgess From: Brad Sedgwick Date: 11-9-06 Re: Charleston Lakes Subdivision Gentleman, at the request of Sam Burgess I am presenting this revised drawing on this proposed subdivision. Sam has relayed your comments to us and we have made the required changes to the drawings. This subdivision is scheduled to be reviewed at the upcoming TRC meeting scheduled for November 22, 2006. As always should you have any questions please do not hesitate to call me. 7332 Cotesworlh Drive Wilmington, NC 28405 Phone: 1-910-619-9990 FAX: 1-910-401-1620 Tom Sosebee/NHC To Sam Burgess/NHC@NHC 11/13/2006 11:08 AM cc bcc Subject Charleston Lakes Sam, I have received the revision to Charleston Lakes subdivision. I see NO problems at this time. Tom James lannucci/NHC To Sam Burgess/NHC@NHC 11/14/2006 09:10 AM cc DHollis@nhcgov.com, GMcSmith@nhcgov.com, wpinnix@nhcgov.com, jcraig@nhcgov.com, Greg Thompson/NHC@NHC, Beth Easley Wetherill/NHC@NHC bcc Subject Charleston Lakes of Wilmington SD #1293 Sam, Engineering Comments: We have received the revised drawing for the project listed above. Some of the changes and additions requested by Engineering do not appear on the revised drawing. However, these items can be addressed during the TRC meeting and will not hold up this project. Engineering is prepared to review this project at the next TRC meeting. Thanks, Jim James P. lannucci, PE, CFM Chief Project Engineer New Hanover County Engineering Depaitment (910) 798-7139 www.nhcgov.com NOTICE: E-Mail correspondence to and from this address maybe subject to the North Carolina Public Records Law. United States Department of Agriculture Natural Resources Conservation Service TO: Karen Allison. New Hanover SWCD FROM: Shelly Miller. Community Conservationist RE: Charleston Lakes 230 Market Place Dr, Suite 100 Wilmington, NC 28403 910/ 798-6032 October 20th, 2006 I HAVE REVIEWED THIS PLAN AS REQUESTED AND HAVE THESE COMMENTS: The soils are predominantly Craven fine sandy loam (Cr), Johnston Soils (JO),Lynchburg fine sand (Ls), Pantego loam (Pn), Rains fine sandy loam (Ra), Seagate fine sand (Se), Stallings fine sand (St) and Wrightsboro fine sandy loam (WO. According to the booklet, , "Wilmington/New Hanover Classification of soils for Septic Tank Suitability, Lynchburg, Rains, Seagate, Stallings, and Wrightsboro are Class II soils, Craven and Pantego, are Class III soils, and Johnston is a Class IV soil. The Soil Survey of New Hanover County lists Craven and Wrightsboro as moderately well drained, Lynchburg, Seagate, and Stallings as somewhat poorly drained, Rain as poorly drained, and Pantego, and Johnston as very poorly drained. Pantego, Rain, and Johnston soils are on the New Hanover County Hydric Soils A list which means they are possibly wetland areas and subject to regulation under the Clean Water Act. Lynchburg, Seagate, and Stallings is on the Hydric Soils "B" list, which means it may contain areas of wetland. It should be noted, according to the Soil Survey of New Hanover County, the limitation for dwellings with or without basements and for small commercial buildings is severe for all of the soils on this site. The limitations are due to flooding and/or wetness. An adequate drainage and maintenance plan is needed for suitable housing. The U.S. Army Corps of Engineers has federal jurisdiction over 404 Permits and the NCDEHNR, Dept. of Water Quality, has state jurisdiction over 401 Permits under the Clean Water Act. Before disturbing possible wetland areas, developers should contact these agencies to stay in compliance with State and Federal regulations. Se Pn M:P. Pn Cr Cha i Pn Heston Lakes Ka LS Pn I Wr Mu 750 Pn 375 o 750 F Kir% AO Mu CONSULTING, PA LETTER OF TRANSMITTAL / 7332 Cotesworth Drive Wilmington, NC 28045 �� jp �p tci t C; l� 1 i (910) 619-9990 Fax (910) 401-1620 rd ) L C O !� PLANNING - ENGINEERING - CONSTRUCTION MANAGEMENT New Hanover County Planning Department 230 Market Place Drive, Suite 150 Wilmington, NC 28403 ATTENTION: Mr. Sam Burgess DATE: 9-14-06 PROJECT NO: 033-001 TASK NO: RE: Sidbury Lakes Subdivision — Prelim. Plat TRANSMITTAL NO: PAGE 1 OF 1 WE ARE SENDING: ❑ Originals x Prints ❑ Shop Drawings ❑ Samples ❑ Specifications ❑ Calculations ❑ Other - Quantity Drawing No. Rev. Description Status Issue Status Code: A. Preliminary B. Fabrication Only C. For Information D. Bid E. Construction F. For Review & Comments G. For Approval H. See Remarks Action Status Code: 1. No Exceptions Taken 2. Make Corrections Noted 3. Other 4. Amend & Resubmit 5. Rejected - See Remarks REMARKS: cc: File Copy 7332 Colesworth Drive Wilmington, NC Phone Signed Fax 1-91OA01-1620 Consulting, PA TO: NEW HANOVER COUNTY OFFICES: DATE: 5 1- 2odko 0 Zoning Enforcement / Hines Engineering / Hollis / Craig 7 `rta, FROM: 1 Burgess, S. SCS / Miller 0 Daughtridge, J. 0 Emergency Services / Lee 0 Harris, B. lam`, Fire Marshall / Davis/ Heath/ Sosbee 0 Scruggs, S. 0' E911 / Hewlett 0` Environmental Health / Harvell TO: OUTSIDEAGENCIES: 0 Bell South / Wood / Winstead Corps of Engineers / Frye [� NC Coastal Management / Christianberry 0 County Schools / Wayne NCDOT / Law/ Chance 7 1—A A44-0-c--8 _Environme.ntal. Management / Lewis _ 0 Volunteer Fire Department Progress Energy/ Cobb 0' MPO / Kozlosky/ Reddi 7 `T tA,0.C'�` 0 City of Wilmington / Bonser / Davis The Planning Department is Located at 230 Market Place Drive, Suite 150, Wilmington, NC 28403 09/21/2006 THU 11:07 FAX 910 798 6925 New Hanover PublicSafety 0004/005 TO: NEW HANOVER COUNTY OFFICES: DATE: of ti�+,• 200� O Zoning Enforcement / Hines Engineering / Hollis / Craig 7"ALA AAt.,-wd FROM: Z21 Burgess, S. O SCS / Miller = Daughtr-idge, J. Emergency Services / Lee = Harris, B. = Fire Marshall / Davis/ Heath/ Sosbee = Scruggs, S. ( E911 / Hewlett 0 Environmental Health / Harvell V TO: OUTSIDE AGENCIES: 5 Bell South / Wood / Winstead �Cvo 0 Corps of Engineers /Frye,p`7U NC Coastal Management / Christianberry County Schools / Wayne NCDOT / Law/ Chance--? TZA Ak4-o_t�-0 _=_ ._.Environmental Manag.e.ment_/ Lewis = Volunteer Fire Department Progress Energy/ Cobb (� MPO / Kozlosky/ Reddi 7 '- t& a��d City of Wilmington / Bonser / Davis l Preliminary Plan (Conventions erformance HD) = Revised Plan C7 Final Plat MESSAGE: = Minor Plat Project Name: " n 43D d .;' L-, La.— ai7 C'a�+ T k 0 4Lak `f rL O Ct • Z �� .. C o E,.._ g, D o-r, ; M e o e . C ....- tCA Special Instructions: 0.�a"�°� '`'^°� The Planning Department is Located at 230 Market Place Drive, Suite 150, Wilmington, NC 28403 09/21/2006 THU 11:07 FAX 910 798 6925 New Hanover PublicSafety 005/005 0 ?/,- � -//z, 9 ,