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III.2. Traff Impact Analysis
rr Ur1 . UMO �_-UmrUMM i iUu1v December 31, 2008 rrfn nu.fJ:�.Lf07 vtfu. Jl r:uuo vj"-Jorri F:: Ms. Lilia I, Medina, AIGP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 21° Avenue (10th Floor) Miami, Florida 33130 F►e., Civica Medical Center MUSP Sufficiency Letter — Review # 001 Gear Ms. Medina; Via Fax and US Mail Subsequent to our December 4, 2008 review comments for the subject project, we have received a response letter and a revised report from Richard Garcia and Associates Inc. (RGA) dated December 8, 2008. A copy of RDA's response letter is attached herewith, At, this time, we conclude that the traffic impact report meets all the traffic requirements and the study is found to be sufficient. Please note the traffic study identifies following Transportation Control Measures (TCM) in recognition of utilizing the alternate modes of transportation and higher vehicle occupancy, 1 _ Car pooling; 2. Ridesharing into the site; 3. Providing bicycle racks. The development approval should be conditioned upon this TCM plan being implemented to recognize the credits given towards the transportation concurrency management. Previously we had recommended accommodating a northbound right -turn lane with sufficient storage to accommodate the heavy right -turn volume out of the project driveway at the intersection of NE 14" Street and NW 11th Avenue. The approval should be conditioned to implement the proposed lane configuration. Further, the applicant should coordinate with Miami -Dade County Traffic Signals Division to secure approval of the proposed turning movement phase addition to this traffic signal. Should you have any questions, please call Ms. Geysa Soca or me at 954.739.1881_ Sincerely, U RajS ani ugam, .E. Sento Tra eer Athwhaient cc.' Mr, Antonio E. PereZ, Planner ti, city of Miaml Planning (Falx. 305,416.1443) URS CorPoratIon Mr. Richard Gama, Richard Garcia & A,ssuoiates (Fax; 305-675.6474) 3343 West Commeroigil DOUleVard •Slllte 00 Felt LaudHrdalo, 1133309 Tel: 954.739,18N1 Fax: 954,731]J 789 F' KUI1 .- UKb WKI-UKH I 1 UN I- His NU. : '_J;34 (•-)':J7. (b'J DEC. 61 eLJUb U4 _. _)bl-'ll t-'.5 CIVICA M:DICAL UfuIT(k MUST' 13117 NW lwfll Avenue, Unit q, Hialeah Gardens, Floridsa 33018 Phone ( 05) 595-7505 Fax (305) 675-6474 December 8, 2oo8 Rajendran Shazunugam, Y.U. Vice President / Branch Manager VR.S Corporation Southern 3343 West Commercial Boulevard, Suite 100 Foil: Lauderdale, Fl SUBJECT: Civica Medical Center MUSP Traffic Study Revisions. Mr. Sha.nniiugam: TRAFFIC IMPACT S-RJOY We have reviewed the comments offered by your office, dated. December 4, 2oo8, for the r6ferenced project and have revised our analysis accordingly. We hereby offer the,, following responses to address the comments made, 'We have enumerated them consistent with her paragraphed items (i, through 5) as follows: t. We agree that the, subject project is located outside the Miami Downtown ORT.. linnets. As such, we have, :modified the pedestrian trip reduction factor to reflect the 5 perecent (%) requested and have updated the trip generation calculations accordingly. x. We have calculated the project internalization factor following the methodology of Multi -Use Development Trip Poneration and Internal Capture obtained from the ITE Trip Generation Landbook, qnd Edition. As such, the results yielded'.1 2 percent (%) internalization, Moreover, the trip generation calculations were updated consistent with this finding. Appendix A contains the supporting documentation. . ;1. We have revised and modified our analyses consistent with. the proposed land uses, 4. We apologize for the. discrepancy, We. have revised the trip generation calculations and found that this redevelopment will leave 97 net vehicles per hoar (vph).etitering and 484 vph exiting during the PM peak hour. 5. We. will coordinate with MWxii-Dade County Traffic Signals :and Signs Division as the project moves forward through the approval process. Furthermore, the updated analysis has 233 northbound right -turns. Based on the geometry, the signal has to run split phase. Therefore, the three (3) proposed lanes can be designed as is left, left-thru-ri.,ght. Land. are exchisive right turn lane. As such, the resulting 95th percentile queue length will be 49 feet for the exclusive right turn lane which is • appropriate with the current design. Appendix H contains the supporting documentation. The attached updated report inclu4e,9 the revisioxxs listed above and any subsequezit modifications. Should you have any questions do not hesitate to call nee. 10 01r kl rrl /'_f4VMr1 JL Aram-InFna Inr� 1-KUM : UNb 1. KI UNH I IUN I -HA NU. Dec. 61 zvjub U4:.'SU11I1I F14 Geysa Soca/FtLauderdsle/I RSOarp To "Richard Gnroio" <rgarcla@rgatraffic.com>, 12/04/2008 09:48 AM LIIIaMedinfl miantigov.com U. ee R41 Shanmugam/FtLauderdele/URSCorp UR CORP bcc Subject Civioa Medical Center Reviow Comments Richard, As per our phone discussion, the following issues need t4 be addressed, This project is located outside the Miami Downtown DISI limits. A trip reduction factor of 5% to account for pedestrian use is applicable to this project; The internalization reduction of 10% appears to be high. Please revise ITE Dates for internalization based on the land use intensities for this development; e' The site plan development table does not reflect the same intensities for the land uses described in the traffic study. Please revise the site planitraffic study report to be compatible; Reviso trip generation calculations, the total net now trips after reductions for vehicle occupancy, transit, bicycle and pedestrian use are subtracted appears to be incorrect; • The intersection of NE 14" Street and NW11th Street is currently' a 3 -leg intersection that provides access for eastbound, westbound and southbound traffic movement. According to the traffic study, this intersection is proposed to be converted to a four -leg intersection adding a south leg that will provide access to northbound traffic exiting the proposed development. The applicant needs to coordinate with pertaining agencies to secure appropriate approval as this project goes through the review process. Note that the proposed development is adding 186 northbound right -turns on this approach. We recommend providing a northbound right -turn lame with adequate storage to accommodate the proposed northbourid right turning volume form this development. If you have any questions do not hesitate.to contact us. Regards, Geysa Y. $osa, P.E. Traffic Engineor UPS Corporation 3343 West Commercial Blvd., Smite 100 Ft Lauderdale, FL 33009 'hone: (964) 739-1881 x. 234 Direct: (954) 87b-2508 Fax: (954) 739-1789 �eysa�sl5sa cut'sGr�rp.t;t�m www.urscorpxorn . This a -mall and any attachments are confidential, if you receive this message In error or are not the lntendod reolplent, you should not retain, distribute, disclose or Liao any of this informatlon and you should destroy the o-rnall and any attachments or copies. 09/25/2009 Civica Medical Center (Previously Civica Towers) Major Use Special Permit Traffic Impact Study 105o N. W. 14th Street Miami, Florida RICHARD GARCIA & ASSOCIATES, INC. CIVICA MEDICAL CENTER MUSP ENGINEER'S CERTIFICATION TRAFFIC IMPACT STUDY I, Richard Garcia, P.E. # 54886, certify that I currently hold an active Professional Engineers License in the State of Florida and am competent through education and experience to provide engineering services in the civil and traffic engineering disciplines contained in this report. In addition, the firm Richard Garcia & Associates, Inc. holds a Certificate of Authorization # 9592 in the State of Florida. I further certify that this report was prepared by me or under my responsible charge as defined in Chapter 61G15- 18.001 F.A.C. and that all statements, conclusions and recommendations made herein are true and correct to the best of my knowledge and ability. PROJECT DESCRIPTION: PROJECT LOCATION: Richard Garcia & Associates, Inc. Civica Medical Center MUSP- Traffic Impact Study 1050 NW 14th Street Miami, Florida rloriaa Registration No, 5066 )ate 1• CIVICA MEDICAL CENTER MUSP Table of Content TRAFFIC IMPACT STUDY ''Fi11f:.:rA:.•lli'fi}'dai:f.Fr:x'.%«7:..:rt.:r�.`.+:.iVh:{.:t.:«Y.:r.:.:: rrrn'.:«:r..:.:rl..h`n:.`yrs«.i.:r}�`.Y..:LrrrX."s:ri^r..SiA".:.:rr rr:4��:r.«:r.:r 1:.�`n«.:fir rFrr.`l..}:.:�:.:�:r�}:.:v"1s.�:rs's:rrrl..g.{r:gF:rt:,rrA:i.•llr,{.:.:.:.�}:«:rw:r Executive Summary............................................................................................................. 4 Introduction......................................................................................................................... 6 ProjectDescription / Location....................................................................................................................... 7 Existing Condition............................................................................................................... 9 DataCollection............................................................................................................................................... 9 TrafficCounts.............................................................................................................................................. 9 Geometry.................................................................................................................................................... 10 Signalization............................................................................................................................................... 11 LOS(Level of Service)...................................................................................................................................13 TrafficAssignment........................................................................................................................................16 IntersectionAnalysis..................................................................................................................................13 SiteTraffic......................................................................................................................................................17 ArterialAnalysis.........................................................................................................................................13 Proposed Conditions...........................................................................................................18 Project Traffic..................................................................................................................... 14 TripGeneration.............................................................................................................................................14 TripDistribution............................................................................................................................................15 TrafficAssignment........................................................................................................................................16 SiteTraffic......................................................................................................................................................17 Proposed Conditions...........................................................................................................18 BackgroundGrowth..................................................................................................................................... 18 Planned Roadway Improvements.................................................................................................................19 CapitalImprovements and Transportation.................................................................................................19 Transportation Control Measures Plan (TCMP).........................................................................................19 Intersection Level of Service Analysis..........................................................................................................19 Corridor Level of Service Analysis................................................................................................................21 Conclusion......................................................................................................................... 22 2• Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY List of Figures hE{:4'tii...fi FFFF. {�'fi.+'.2 . Fe:{5 f::•ift'ff4iF.:^:&+G tiS:+:4%r:{^.::+:+?1F.<F.^: Ff.4+'.+ff:1771... 17Ft:+1':f 1F.<FFF•{+v y-.}pr,•'F.:"F F f:<r'w.11 f:S<.:+'.. 4{.iy^:F�:.?:^f FrY.•X .:«: :. {": FS tf :tiZ Figure1: Location Map....................................................................................................................................... 7 Figure2: Site Plan............................................................................................................................................... 8 Figure3: Existing PM Peak Hour..................................................................................................................... 10 Figure4: Existing Lane Geometry....................................................................................................................11 Figure5: TAZ Map.............................................................................................................................................15 Figure6: PM Peak Site Traffic...........................................................................................................................17 Figure 7: Growth Trend Chart (Station #: 1146)............................................................................................. 18 Figure8: Proposed PM Peak Hour.................................................................................................................. 20 List of Tables Table1: Intersection Level of Service Summary............................................................................................... 4 Table 2: PM Person Trip Corridor Analysis Summary (One -Way Analysis) ................................................... 5 Table3: Existing PM Peak Hour Volume (Arterial).......................................................................................... 9 Table 4: PM Existing Level of Service (LOS)....................................................................................................13 Table5: PM Existing Level of Service (Arterial)..............................................................................................13 Table6: PM Trip Generation Summary............................................................................................................14 Table7: Cardinal Distribution...........................................................................................................................16 Table8: PM Peak Hour Traffic Assignments...................................................................................................16 Table9: PM Proposed Level of Service (LOS).................................................................................................20 Table 10: PM Person Trip Corridor Analysis Summary (One -Way Analysis)................................................21 Appendices ry:{{•i:{+}X{rt{{{.•::{{.t'�'ttvi:•:rF.{1f.{ f... }.'.{.. laF�. hFi.+fttr.{ni.:i. F. f{-�.+�."F..".{{aa^�:a'.aF..ff, f..N, . f...:{.;ct.]t, :.?'Ff.{...w'f.. {het "#�%{..%fi:.:�:«Xw'r{ mal F.{, w. i.�. }'...{{{{%.+.{.i.{.}{.:ra'/w:r, F::: {.Xr{n Appendix A: Trip Generation Appendix B: Trip Distribution Appendix C: Signal Timing, Growth Rate & Adjustment Factors Appendix D: Traffic Counts (TMC's & ATR) Appendix E: Committed Developments & Programmed Improvements Appendix F: Transit Appendix G: Corridor Analysis (Person Trip) Appendix H: Intersection & Driveway 3° Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Executive Summary The subject project is located at io5o NW 14th Street in the City of Miami, Florida. The subject redevelopment is mainly comprised of General Office and Medical -Dental Office. In addition, the site includes an area of Specialty Retail. Currently, this property is occupied with 22o rooms of Hotel. The Trip Generation calculations of this project revealed there will be 165 net vehicle trips per hour (vph) entering and 610 net vehicle trips per hour exiting during the PM peak hour. In comparison, the previous study performed on June 16, 20o6 for the Civica Towers indicated 265 vph entering and 615 vph exiting during the PM peals hour. As such, the current proposed project will generate 1o5 less trips during the PM peak hour, or 12 percent (%) less trips, which will have a substantially less traffic impact on the adjacent roadways. Table 6 on page 14 of this report depicts the trip generation results. Additionally, the peak hour trips correspond to the adjacent street peak hour. Moreover, the subject project is located in TAZ 488. Using the MUATS cardinal distribution from the Miami -Dade Transportation Plan, the project traffic was assigned to the surrounding roadway and intersections. Intersection traffic counts were collected, averaged and adjusted for peals seasonal conditions and used in the existing intersection analysis. A background growth of 1.64 percent with a 3 year build -out was utilized to approximate future traffic trends within the project's vicinity. In addition, the committed traffic from the City of Miami was included in the analysis. Lastly, these analyses were performed for the PM peak hour. The following table summarizes the results found. This analysis was performed using our latest version of Synchro/SimTraffic traffic model to determine the existing and proposed Level of Service (LOS) conditions. The intersection analysis revealed the following results: Table 1: Intersection Level of Service Summary Intersection Existing PM Peak Hour (2008) Proposed PM Peak Hour (2011) Delay LOS Delay LOS NW 14th St & NW 7th Ave 18.6 B *24.4 C NW 14th St & NW 10th Ave 29.3 C 28.6 C NW 14th St & NW 11th Ave 10.8 B *24.7 C NW 14th St & NW 12th Ave 36.3 D *38.3 D Notes: * Optimized intersection. Furthermore, a corridor analysis was performed following the City of Miami's Person Trip Methodology. The results of this analysis find that all the link level of service thresholds are maintained within the LOS standard of E with the Person -Trip methodology. EN Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Moreover, the results of the corridor analysis reveal that all levels of service thresholds will be at LOS C for the PM peak hour. Therefore, since sufficient roadway capacity exists within this project, the person - trip transit mode analysis was not determined. Tables 2 summarizes the results while Appendix G contains the spreadsheet utilized to compute the seasonally adjusted existing condition, the future year (i.e. 2011) background condition, the background and committed condition and finally, the proposed condition containing the cumulative effects. Appendix E includes the necessary supporting information. Table 2: PM Person Trip Corridor Analysis Summary (One -Way Analysis) In conclusion, the results of the analysis contained in this report finds that the levels of service thresholds are maintained within the LOS standard of E for the Person -Trip methodology for the roadway segment. Additionally, all the intersections analyzed have acceptable Level of Service. The results indicated the intersections analyzed will be within the LOS standard of E threshold. As such, sufficient roadway person -trip capacity exists to support this redevelopment. 5* Richard Garcia & Associates, Inc. ROADWAY MODE ROADWAY MIAMI ADOPTED CORRIDOR DIR LOS TYPE ROADWAY VEHICULAR CAPACITY PERSON- TRIP ROADWAY CAPACITY VEHICULAR @ 1.6 PPV VOLUME PERSON - TRIP VOLUME @ 1.4 PPV EXCESS PERSON TRIP CAPACITY ROADWAY PERSON TRIP FROM TO V/C LOS s t7(IS��NG �ONDlT10�(Seaso�ally�AdJuated� z .r :� , , z c f { t $�-, NW 12th Ave SR 836 NW 20 STI NB I E I 2LD-Class II 1 1800 1 2880 1 1322 1851 1029 0.64 C NW 20 ST SR 8361 SB E I 2LD-Class II 1 1800 1 2880 1323 1852 1028 0.64 C NW 14th St NW 7 AVE NW 14 AVEJ EB E I 2LD-Non State 1 1720 1 2752 744 1041 1711 0.38 C NW 14 AVE NW 7 AVEJ WB I E I 2LD-Non State 1 1720 1 2752 647 906 1846 0.33 C ������11{{iiB1G{(GROUND 'RA ,(20 ki-,.n?'&4i...•.a'F.iW.....*�__q.c .;. h:+�.tt 'yF.�. ....i z: :,t.> -.✓-i.. _.4S ._k .. -==,: .f ._? v _. .:. t r11t T. .__�k.'{i F�r'�'3.yv _':.�&o+_....`t.t': NW 12th Ave s II SR 836 NW 20 ST NBVE2LD-Non 1800 2880 1389 1944 936 0.67 C NW 20 ST SR 836 SBs II 1800 2880 1389 1945 935 0.68 C NW 14th St NW 7 AVE NW 14 AVE EBtate 1720 2752 781 1093 1659 0.40 C NW 14 AVE NW 7 AVE WBtate 1720 2752 680 952 1800 0.35 C xYlTt��AG�KGROUND BGOfVIN]IT'[EDTRAPF�G £ NW 12th Ave SR 836 NW 20 ST NB E 2LD-Class II 1800 2880 1389 1944 936 0.67 C NW 20 ST SR 836 SB E 2LD-Class II 1800 2880 1389 1945 935 0:68 C NW 14th St NW 7 AVE NW 14 AVE EB E 2LD-Non State 1720 2752 781 1093 1659 0.40 C NW 14 AVE NW 7 AVE WB E 2LD-Nan State 1720 2752 680 952 1800 0.35 C wYT � P iCfJE T A�Jy� BAC GRO INU & GQ Fl (P T F1G .t�?e:. �4��.......> ... NW 12th Ave SR 836 NW 20 STI NB I E 2LD-Class 11 1800 2880 1490 2085 795 0.72 C NW 20 ST SR 8361 SB E 2LD-Class II 1800 2880 1487 2082 798 0.72 C NW 14th St NW 7AVE NW 14 AVEJ EB I E 2LD-Non Stale 1720 2752 1161 1625 1127 0.59 C NW 14 AVE NW 7 AVEJ WB I E 2LD-Non State 1720 2752 1075 1505 1247 0.55 C In conclusion, the results of the analysis contained in this report finds that the levels of service thresholds are maintained within the LOS standard of E for the Person -Trip methodology for the roadway segment. Additionally, all the intersections analyzed have acceptable Level of Service. The results indicated the intersections analyzed will be within the LOS standard of E threshold. As such, sufficient roadway person -trip capacity exists to support this redevelopment. 5* Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Introduction The purpose of this study is to evaluate the associated traffic impacts with the proposed redevelopment of the site located at 105o NW 14th Street in the City of Miami, Florida. This project was previously approved as the "Civica Towers" MUSP. This report follows the methodology for a Major Use Special Permit (MUSP) utilized in the City of Miami. The traffic impacts to the adjacent roadways were evaluated as well as the intersections at NW 14th Street/NW 7th Avenue (US-441/SR 7), NW 14th Street/NW loth Avenue, NW 14th Street/NW 11th Avenue, NW 14th Street/NW 12th Avenue (SR 933) and site driveways. These intersections were the most affected by this project. This analysis was performed for the existing and proposed conditions during the PM Peak Hour. This report follows the methodologies adopted by the City of Miami's Person -Trip Analysis and conforms to the Institute of Transportation Engineer's (ITE) Trip Generation, and Traffic Impact Studies Manual. Lastly, this report has evaluated the following: ♦ Trip Generation s Traffic Distribution ♦ Traffic Assignment ♦ Traffic Counts ♦ Existing Level of Service s Proposed Level of Service ♦ Recommendations Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Project Description / Location The subject project is located on the south side of NW 14th Street between NW loth Avenue and NW 11th Avenue in the City of Miami, Florida. The following land use, as identified by the Institute of Transportation Engineers (ITE), most closely resembles the proposed redevelopment. These land uses are as follows: Land Use 710: General Office with 300,000 Square Feet (SF) Land Use 720: Medical -Dental Office with 251,183 SF Land Use 814: Specialty Retail with 17,257 SF Figure 1 depicts the site's location map, while Figure 2 is the proposed site plan. Figure 1: Location Map 7® Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP Figure 2: Site Plan TRAFFIC IMPACT STUDY Richard Garcia & Associates, Inc. F -E _oo=ems_—.;' �� k�.�'•�tii"a11t7'r'r.1.1•iA ���F�r l+l �■ 71R5i .� =E—:_- _�:=______�=—=;•ra���[�� E\ � YlA�1"uf44�y�1J,#:;7�:r.9�•(il��a�\�1� 7r• It 1 �r•'��� ��sY�•�•s;wa�,►w. rale-�k�•.�aw►��►s w�-w�a'�a �ii�4 r� ati .i'I 'eii\' � 7tl Jfr9li;174 �.�i�ii�����il�i�d�. �.! �� l+s*y+i' ' ltll. •.7 w� �4'S7�G17\7i`.3L7'�!" --1._ o 7��d��� s�� 1���il'�7 ■r�Y�r�l#�/��L#�t�Cil�r. �i*�!r+.7pEr;:7aT]lil��r•- ll. it 1' I�I�c�wr, c j r'3 � .� 4 oma' '•� ®_ 4 F 7j r ,t Richard Garcia & Associates, Inc. F -E CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Existing Condition The existing conditions analysis identifies conditions of the current operational and geometric characteristics of the roadways within the study area. The purpose of this section is to provide a basis of comparison to future conditions. Data Collection Manual Turning Movement Counts (TMC's) were taken at the nearby intersections identified below. These counts were done during the PM peak hour of 4:00 PM to 6:oo PM. The Turning Moving Counts (TMC's) were collected on Tuesday May 261h 2oo8 and Thursday July 24, 2008. Moreover, these counts were adjusted for peak seasonal variations by utilizing the 2007 Florida Department of Transportation Peak Season Correctional Factor (PSCF) of 1.o1. Furthermore, these intersections would be the most impacted due to their close proximity to the subject location. Traffic Counts and operational characteristics were gathered at the following four (4) intersections: o NW 14th Street Et NW 7th Avenue/US-441/SR 7 ♦ NW 14th Street Et NW 10th Avenue ♦ NW 14th Street Et NW 11th Avenue ♦ NW 14th Street Et NW 12th Avenue/SR 933 Traffic Counts For the purposes of the corridor analysis, 48-hour Automatic Traffic Recorder (ATR) counts were taken on Tuesday August 13th through Wednesday August 13th, 2oo8, for NW 14th Street (East of NW 12th Avenue) and NW 12th Avenue/SR 933 (South of NW 14th Street). These counts were averaged, adjusted for peak seasonal conditions by utilizing the 2007 Florida Department of Transportation Peak Seasonal Correction Factor (PSCF) and Axle Correction Factors (ACF) of 1.o1 and o.98, respectively. Table 3 depicts the results of the seasonally adjusted existing PM Peak hour traffic volume. These calculations are included in Appendix G. Table 3: Existing PM Peak Hour Volume (Arterial) Link ROADWAY PM PEAK HOUR DIR VOLUME NAME AT Existing_ Condition,( easonally Adjusted 1 NW 12th Avenue South of NW 14th Street NB 1,322 SB 1,323 LINK 2,645 2 NW 14th Street East of NW 12th Avenue EB 744 WB 647 LINK 1,391 9® Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Figure 3 is a graphical representation of the existing PM TMC's that have been seasonally adjusted for peak annual conditions. Figure 3: Existing PM Peak Flour U W � r Z `D+703e 4035 3 � t36 Y37_39.x711 48��NW r'* -602 4>< 14 ST 12x,,,T 166" NW 14 ST NW 14 ST q$�.1$2->x r 's 2 2 Geometry o NW 7th Avenue/US-441/SR 7 NW til Avenue is a four lanes divided state road. It provides connectivity in the north -south direction. On -street parking is not permitted. ® NW loth Avenue NW loth Avenue is a four lane undivided non -state road. It provides connectivity in the north- south direction. On -street parking is not permitted. NW lith Avenue NW 11th Avenue is a two lane divided non -state road. It provides connectivity in the north - south direction. On -street parking is not permitted. o NW 1261 Avenue/SR 933 NW 12th Avenue is a four lane divided state road. It provides connectivity in the north -south direction. On -street parking is not permitted, however bus routes/stops do exist within this corridor. ® NW 14th Street NW 14th Street is a four lane divided non -state road. It provides connectivity in the east -west direction. On -street parking is not permitted, however bus stop do exist. 10• Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Existing Lane Geometry The existing approach lane geometry is depicted in Figure 4 below. This figure also depicts the Synchro Model used to perform the existing intersection analysis. This model was created using an aerial photograph of the subject site and surrounding area. As such, it is a geometrically accurate depiction of the existing conditions. Figure 4: Existing Lane Geometry Signalization NW 7t" Avenue/US-44i/SR 7 & NW 14t" Street The existing signal timing was obtained from Miami -Dade County Signals and Signs Division. The existing PM Peak hour condition has a go second cycle length. The PM Peak hour Signal Operating Plan (SOP) consists of a two-phase operation. The first phase provides east -west movement. This phase has 29 seconds of green indication followed by 4 seconds of yellow and no all red. The second phase is the north -south movement. This phase has 53 seconds of green indication followed by 4 seconds of yellow and no all red. This is further documented in the Timing/Factors tab as Asset ID 2375• NW 10t" Avenue & NW 14t" Street The existing signal timing was obtained from Miami -Dade County Signals and Signs Division. The existing PM Peak hour condition has a 140 second cycle length. The PM Peak hour Signal Operating Plan (SOP) consists of a four-phase operation with a pedestrian phase. The first phase provides a protected east -west left turn movement. This phase has 10 seconds of green indication followed by 3 seconds of yellow and no all red. The second phase is the east -west through movement with permissive left turns. This phase has 71 seconds of green indication followed by 4 seconds of yellow and 1 second of all red. The third phase is the pedestrian phase which will only occur when there is a pedestrian activation (i.e. actuation/call). The fourth phase is the north -south protected left turn movement. This phase has 8 seconds of green indication followed by 3 seconds of yellow and no all red. Lastly, the fifth phase provides the north -south through movement which also allows permissive left turns. This phase has 18 seconds of green indication followed by 4 seconds of yellow and 1 second of all red. This is further documented in the Timing/Factors tab as Asset ID 2376. 110 Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY NW 11t" Avenue & NW 14t" Street The existing signal timing was obtained from Miami -Dade County Signals and Signs Division. The existing PM Peak hour condition has a loo second cycle length. The PM Peak hour Signal Operating Plan (SOP) consists of a three-phase operation. The first phase provides east left turn movement. This phase has 6 seconds of green indication followed by 3 seconds of yellow and no all red. The second phase is the east -west through movement. This phase has 53 seconds of green indication followed by 4 seconds of yellow and 2 seconds of all red. The third phase is the south movement. This phase has 27 seconds of green indication followed by 4 seconds of yellow and 1 second of all red. This is further documented in the Timing/Factors tab as Asset ID 6729. NW 12t" Avenue (SR 933) & NW 14t" Street The existing signal timing was obtained from Miami -Dade County Signals and Signs Division. The existing PM Peak hour condition has a 140 second cycle length. The PM Peak hour Signal Operating Plan (SOP) consists of a four-phase operation. The first phase provides a protected north -south left turn movement. This phase has 18 seconds of green indication followed by 4 seconds of yellow and no all red. The second phase is the north -south through movement with permissive left turns. This phase has 65 seconds of green indication followed by 4 seconds of yellow and 1 second of all red. The third phase is protected east -west left turn movement. This phase has 12 seconds of green indication followed by 3 seconds of yellow and no all red. The fourth phase is the east -west through movement with permissive left turns. This phase has 27 seconds of green indication followed by 4 seconds of yellow and 2 seconds of all red. This is further documented in the Timing/Factors tab as Asset ID 2377. 12 Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP LOS (Level of Service) Intersection Analysis TRAFFIC IMPACT STUDY Using the above TMC data, intersection Level of Service (LOS) analyses were performed for the peak seasonal existing condition at the four intersections previously described using the Synchro/SimTraffic software. The analyses were performed using the 20oo Highway Capacity Manual methodology for the PM peak condition. Table 4 provides a summary of the results while Appendix H provides the program output. Table 4: PM Existing Level of Service (LOS) Intersection Existing PM Peak Hour (2008) Delay LOS NW 14th St & NW 7th Ave 18.6 B NW 14th St & NW 10th Ave 29.3 C NW 14th St & NW 11th Ave 10.8 B NW 14th St & NW 12th Ave 36.3 D Arterial Analysis Following the City of Miami's adopted person trip methodology, the existing condition arterial analysis was performed for the PM peak hour. This methodology is further detailed in the Corridor Level of Service Analysis section of this report. The results of the analysis reveal that the existing arterial LOS yielded at C. The supporting documentation is included in Appendix G. Table 5 depicts the existing arterial LOS results. Table 5: PM Existing Level of Service (Arterial) 13® Richard Garcia & Associates, Inc. ROADWAY MODE ROADWAY MIAMI ADOPTED DIR LOS CORRIDOR TYPE ROADWAY VEHICULAR CAPACITY PERSON- TRIP CAPACITY @ 1.6 PPV PERSON - TRIP ROADWAY VOLUME VEHICULAR @ 1.4 VOLUME PPV EXCESS ROADWAY PERSON TRIP PERSON TRIP CAPACITY V/C LOS FROM TO EXISTIN�CQNDITION�SQas4�allyA�d)asfedl ` ,; ; � � , �`��� � �� NW 12th Ave SR 836 NW 20 ST NB E 2LD-Class II 1800 2880 1322 1851 1029 0.64 C NW 20 ST SR 836 88 E 21 -Class II 1800 2880 1323 1852 1028 0.64 C NW 14th St NW 7 AVE NW 14 AVE EB E 21 -Non State 1720 2752 744 1041 1711 0.38 C NEW 14 AVE NW 7 AVE WB E 2LD Non State 1720 2752 647 906 1846 0.33 C 13® Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Project Traffic This section of the report will cover the project traffic for the existing and proposed land uses. In addition to calculating the trip generation, site traffic internalization as well as vehicle occupancy and transit reduction factors were utilized to determine the future project traffic in the subsequent sections. Trip Generation The trip generation characteristics for the subject project were obtained from ITE's Trip Generation Manual, 8th Ed. ITE's Land Use (LU) 710: General Office Building, LU 720: Medical -Dental Office and LU 814: Specialty Retail were used to determine the trip generation rates for the proposed redevelopment. The Trip Generation calculation results of the proposed development reveals there will be 775 net vehicles trips (vph) during the PM peak hour. These peak hour trips were adjusted by the project's internalization and adjustment factors discussed and agreed with City's consultant. The project internalization trips were calculated following the methodology of Multi -Use Development Trip Generation and Internal Capture obtained from the ITE Trip Generation Handbook, 2nd Edition. This methodology estimate an internal capture rate between each pair of land uses within a multi -use development. The results obtained indicate that 2 percent (%) internalization will occur during the PM peak hour. The supporting documentation is included in Appendix A. In comparison, the previous study performed on June 16, 2oo6 for the Civica Towers indicated 265 vph entering and 615 vph exiting during the PM peak hour. As such, the current proposed project will generate 105 less trips during the PM peak hour, or 12 percent (%) less trips, which will have a considerable less traffic impact on the adjacent roadways. Table 6 below summarizes the greatest traffic impact associated with the subject redevelopment, which occurs during the PM peak hour(s). Table 6: PM Trip Generation Summary 14 • Richard Garcia & Associates, Inc. 2006 Approved ITE TRIP IN OUT ITE MUSP TOTAL Percent LU GENERATION TOTAL Change Land Use (LU) Units CODE RATE Trips Trips TRIPS TRIPS EXISTING USE Hotel 220 Rooms 310 0.59 66 62 130 ggg PROPOSED USE General Office 300,000 SF 710 1.49 75 372 447 a {7' h : Medical -Dental Office 251,183 SF 720 3.46 234 635 asst Y Viz,} f � � Specialty Retail 17,257 SF 1 814 2.71 1 21 1 26 1 47 Site Trip Generation 1 262 971 1 1233 1655 -25% Z K ONE= Project Internalization @ 2.0% Of Site Trips 5 19 24� zRA Gross Vehicle Trips (Site Trips • Internalization Trips) 1 257 952 1209 Vehicle Occupancy Adjustment @ 16.0% Of Gross Tris 41 152 193 r Transit Trip Reduction 14.9% Of Gross Tris 38 142 180' Pedestrian/Bicycle Trip Reduction 5.0% Of Gross Tris 13 48 61 Net Vehicle Tris 165 610 775 1 880 -12% 14 • Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP Trip Distribution TRAFFIC IMPACT STUDY The Traffic Analysis Zone (TAZ) for the subject redevelopment is TAZ 488 as assigned by the Metropolitan Planning Organization's (MPO). The County's TAZ are included in Appendix B. The County's TAZ map was obtained using the available GIS (Graphical Information System). Figure 5 depicts the TAZ map and the current Miami Urban Area Transportation Study (MUATS) for the study area and site, while Table 7 is the corresponding directional traffic distribution for this TAZ. Appendix B includes a TAZ Map and the corresponding Directional Distribution Summary for this zone utilizing the 2005 Cost Feasible Plan. Figure 5: TAZ Map 479 t, V-101 Richard Garcia & Associates, Inc. 491 1 15• CIVICA MEDICAL CENTER MUSP Table 7: Cardinal Distribution DIRECTION DISTRIBUTION % "� x NNW t 12.21 N�I1� 14.01 Total r yEIV 8.49 ;BSI+ 14.22 SSS 11.77 SSW _ 13.11 VV;SW 13.23 12.97 66 z tia 111 1i T- 1 100.00 Traffic Assignment TRAFFIC IMPACT STUDY The peak hour trips from Tables 6 has been distributed and assigned to the existing adjacent roadways. As evident from trip generation calculations, the peak hour represents the worse case. Table 8 was developed to depict the PM Peak Hour Assignments. Table 8: PM Peak Hour Traffic Assignments 16e Richard Garcia & Associates, Inc. PM Peak Truss` "� DIRECTION IN OUT Total r t 'NfiIUSf 20 74 94 t VAI 23 85 108 14 52 66 24 87 111 19 72 91 22 80 102 22 81 103 vV�iW 21 79 100 7 TOTAL 165 610 775 16e Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP Site Traffic TRAFFIC IMPACT STUDY This redevelopment has two (2) proposed driveways to provide site access. Of these two driveways, one (1) will be utilized as entrance only and one (1) will function as exit only. The peak hour trips from Table S have been assigned to the adjacent intersections. Appendix B includes the ingress and egress traffic distribution with the corresponding assignments to the North, South, East and West for the AM and PM peak hour. Figure 6 depicts the PM site traffic assignments to the surrounding intersections. Figure 6: PM Peak Site Traffic 1'7 Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Proposed Conditions The proposed condition includes background growth, committed development and site traffic. The existing traffic was grown with a background growth rate of 1.64 percent per year. This growth rate was obtained utilizing the 2007 historical traffic counts data from the Florida Department of Transportation. Lastly, this growth rate was compounded over a three (3) year period having a build -out year of 2011. Background Growth Using the 2007 historical traffic counts data from the Florida Department of Transportation's Count Stations 1146 and 5012 two regression analyses were performed for the last ten (1o) years of available data. Out of the two count stations, the station 1146 was utilized since it yielded the most conservative growth rate. The results indicate a trend growth rate of 1.64 percent from 20o8 to the design year of 2011. As such, this growth rate was applied to the existing traffic counts to address background growth in the area. Figure 7 depicts the data graphically with its corresponding trend line. The count station data and analyses are included in Appendix C. Figure 7: Growth Trend Chart (Station #: 1146) MOM Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Planned Roadway Improvements The 2009 Transportation Improvement Program (TIP) was reviewed for possible roadway improvements near the subject project. The Capacity, Safety and Other Improvements Map in addition to the Reconstruction, Rehabilitation and Resurfacing (RRR) Improvements Map were evaluated for improvements within a three year horizon. Ultimately, there are no planned roadway improvements that would affect the proposed project. However, project number 2496401 was found on NW 12th Avenue (SR 933), as a replacing movable span bridge. This project is outside our study limits. Consequently, the proposed conditions were based on the existing roadway geometry. Capital Improvements and Transportation The Capital Improvements and Transportation projects in the City of Miami were reviewed to determine possible roadway improvements in the vicinity of this project. As a result, there are no planned Capital Improvements that would affect the proposed project. The supporting documentation is included on Appendix E. Transportation Control Measures Plan (TCMP) The developer recognizes the need to minimize the single -occupant Auto -Trip Based mode of transportation. As such, every effort will be made to promote the use of various modes available to this site. Such strategies as carpooling, ridesharing, and bicycle racks will be considered in keeping with the City's effort to alleviate traffic congestion. Intersection Level of Service Analysis The four (4) intersections previously identified were augmented with the background growth, site traffic and committed developments. This forms the basis for the proposed future condition. Furthermore, we have contacted the City staff as well as the City's traffic consultant to obtain the committed development surrounding the subject project. The calculations for the specific movements at each intersection are contained in Appendix D. Figure 8 contains the proposed PM peak hour condition with project traffic. Table 9 depicts the proposed PM peak hour level of service. Moreover, please note that the intersection of NW lith Avenue/NW 14th Street has been analyzed with a northbound leg since the proposed driveway (exit only) will form a regular four leg intersection. Accordingly, the signal timing has been modified to split phase for the north -south movement. 19• Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP Proposed PM Peak Hour w/Project Traffic Delay TRAFFIC IMPACT STUDY Figure 8: Proposed PM Peak Hour *24.4 C NIN 14th St & NIN 10th Ave 28.6 C L *24.7 C NIN 14th St NIN 12th Ave W w 4 � o z -119 *111 N124 7-77 kV X327 '38 T 174x NW 14 ST �l NW 14 ST 57� NW14ST' ��T� 12�x w �� 74- 197 r w 24" � ¢ Q r - N 2 Table 9: PIVI Proposed Level of Service (LOS) Intersection Proposed PM Peak Hour w/Project Traffic Delay LOS NIN 14th St & NIN 7th Ave *24.4 C NIN 14th St & NIN 10th Ave 28.6 C NIN 14th St & NIN 11th Ave *24.7 C NIN 14th St NIN 12th Ave *38.3 D Notes: * Optimized intersection. Using the TMC's from figure 8 the approaching volumes were determined at the site driveways. The driveways volumes were determined by the trip distribution analysis according to the ingress and egress calculations from the trip generation. Appendix H contains the supporting documentation. r9M Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Corridor Level of Service Analysis A corridor analysis was performed that follows the City of Miami's Person Trip Methodology. This methodology has been utilized in the City's Development of Regional Impact (DRI) — Increment II and has been accepted by both the FDOT and the South Florida Regional Planning Council. Lastly, this methodology is further detailed in the City's document: Transportation Corridors: Meeting the Challenge of Growth Management in Miami and states the following: 'An average of 1.4 persons -per -vehicle (PPV) has been accepted as the existing peak -period private passenger vehicle occupancy in Miami, and 1.6 PPV as the "practical capacity" of such vehicles. The results of the corridor analysis reveal that all levels of service thresholds will be at LOS C for the PM peak. Therefore, since sufficient roadway capacity exists within this project, the person -trip transit mode analysis was not determined. Table 10 summarizes the results while the Person Trip tab contains the spreadsheet utilized to compute the seasonally adjusted existing condition, the future year (i.e. 2o11) background condition, the background and committed condition and finally, the proposed condition containing the cumulative effects. Lastly, Appendix G contains the supporting documentation. Table 10: PM Person Trip Corridor Analysis Summary (One -Way Analysis) 1 Based on Miami Comprehensive Neighborhood Plan as adopted by the City Commission. 210 Richard Garcia & Associates, Inc. ROADWAY MODE ROADWAY DIR MIAMI ADOPTED LOS CORRIDOR TYPE ROADWAY VEHICULAR CAPACITY PERSON- TRIP ROADWAY CAPACITY VEHICULAR @ 1.6 PPV VOLUME PERSON - TRIP VOLUME @ 1.4 .PPV EXCESS PERSON TRIP CAPACITY ROADWAY PERSON TRIP FROM TO VIC I LOS S, Al t NW 12th Ave SR 836 NW 20 ST NB E 2LD-Class II 1 1800 2880 1322 1851 1029 1 0.64 C NW 20 ST SR 836 SB E 2LD-Class II 1 1800 2880 1323 1852 1028 0.64 C NW 14th St NW 7.AVE NW 14 AVE EB E. 2LD-Non State 1720 2752 744 1041 1711 1 0.38 C NW 14 AVE NW 7 AVE WB E 2LD-Non State 1720 2752 647 906 1846 1 0.33 C NW 12th Ave SR 836 NW 20 ST NB E 2LD-Class II 18002880 1389 1944 936 0.67 C NW 20 ST SR 836 SB E 2LD-Class II 1800 2880 1389 1945 935 0.68 C NW 14th St NW 7 AVE NW 14 AVE EB E 2LD-Non State 1720 2752 781 1093 1659 0.40 C NW 14 AVE NW 7 AVE WB E 2LD-Non State 1720 1 2752 680 952 1800 0.35 C WJTi{�,BACKGROI1 vfD NW 12th Ave SR 836 NW 20 ST NB E 2LD•Class II 1800 2880 1389 1944 936 0.67 C NW 20 ST SR 836 SB E 2LD-Class II 1800 2880 1389 1945 935 0.68 C NW 14th St NW 7 AVE NW 14 AVE EB E 2LD-Non State 1720 2752 781 1093 1659 0.40 C NW 14 AVE NW 7 AVE WB E 2LD-Non State 1720 2752 680 952 1800 0.35 C 1J PR0 (EC7AND B/CKORO1tD & GO�A0.�ITTED TRAFFG ='Ne} t NW 12th Ave SR 835 NW 20 ST NB E 2LD-Class II 1800 2880 1490 2085795 0.72 C NW 20 ST SR 836 SB E 2LD-Class II 1800 2880 1487 2082 798 0.72 C NW 14th St NW 7AVE NW 14 AVE EB E 2LD-NonState 1 1720 2752 IF1161 1625 1127 0.59 C NW 14 AVE NW 7 AVE WB I E 2LD-Non State 1 1720 2752 1 1075 1505 1247 0.55 C 1 Based on Miami Comprehensive Neighborhood Plan as adopted by the City Commission. 210 Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP Conclusion TRAFFIC IMPACT STUDY The results of the analysis contained in this report finds that the levels of service thresholds are maintained within the LOS standard of E for the Person -Trip methodology for the roadway segment. Additionally, all the intersections analyzed have acceptable Level of Service. As such, sufficient roadway person -trip capacity exists to support this redevelopment. 22 Richard Garcia & Associates, Inc. CIVICA MEDICAL CENTER MUSP Appendix A: Trip Generation Richard Garcia & Associates, Inc. TRAFFIC IMPACT STUDY 230 TABLE: Al Civica Medical Center MUSP Project Trip Generation & Comparison w/ 2006 Approved MUSP NOTES: Trip Generation from ITE 8th ED. Adjustment factors were applied as discussed and agreed with City's consultant "GM iMRTRIPtiSw.w:u.�zsr w 2006 Approved ITE TRIP IN OUT ITE MUSP TOTAL Percent LU GENERATION TOTAL Change % Trips % Trips TRIPS TRIPS Land Use LU Units CODE RATE EXISTING USE r a Hotel 220 Rooms 310 0.59 53% 68 47% 62 130 PROPOSED USE� General Office 300,000 SF 710 1.49 17% 75 83% 372 447 ` s Medical -Dental Office 251,183 SF 720 3.46 27% 234 73% 635 869 Specialty Retail 1 17,257 SF 1 814 1 2.71 44% 21 1 56% 1 26 1 47 Site Trip Generation 21% 262 1 79% 971 1233 1655 -25% Project Internalization @ 2.0% Of Site Trips 22% 5 81% 19 24 Gross Vehicle Trips (Site Trips - Internalization Trips) 21% 257 79% 952 1209 Vehicle Occupancy Adjustment 16.0% Of Gross Tris 21% 41 79% 152 193 7i F Transit Trip Reduction 14.9% Of Gross Tris 21% 38 79% 142 180 " Pedestrian/Bicycle Trip Reduction @ 5.0% Of Gross Tris 21% 13 78% 48 61.w, Net Vehicle Tris 1 21% 1 165 1 79% 1 610 1 775 880 IF --12% Net Person Trips in Vehicles 1.40 Persons/ Vehicle 21% 231 79% 854 1085 Net Person Trips in Transit @ 1.40 Persons/ Vehicle 21% 54 79% 199 252 Net Person Tris Vehicle and Transit Modes 21% 285 79% 1053 1338 Net Person Trips (Walking/Bicycling) @ 1.40 Persons/ Vehicle 1 21% 18 79% 67 85 NOTES: Trip Generation from ITE 8th ED. Adjustment factors were applied as discussed and agreed with City's consultant Analyst CV Date ' 4 -Dec -08 Exit to External 574 114 Enter from External LAND USE B General office Civica Medical Center MUSP MULTI -USE DEVELOPMENT TRIP GENERATION AND INTERNAL CAPTURE SUMMARY Exit to External 28 23 Enter from External 3°/ 1 Demand 0 Balanced 31% 36 Demand ITE LU Code 710 Size 466,985 SF F 2-1 Total Internal External Enter 117 3 114 Exit 579 5 574 Total 696 8 687 % 100% 1% 99 LAND USE A Specialty Retail ITE LU Code 814 Size 19,928 SF F 2-1 Total Internal Extemal Enter 24 1 23 Exit 30 2 28 Total 54 3 51 % 100% 5% 95% Demand 0 Balanced 23 % 133 Demand 3%. 1 Demand 0 Balanced Demand 2% 0 Demand 0 Balanced 123%1 51 Demand s% 7 F 2-1 Total 82 Demand Balanced Demand 222 3 219 1% 6 F5 6% 5 Demand Balanced Demand Time Period PM Peak Hour LAND USE C Medical -Dental Office ITE LU Code 720 Size 81,527 SF Enter Total 82 Internal 6 Extemal 76 Exit 222 3 219 Total 303 8 295 295 100% 3% 97% LAND USE A LAND USE B LAND USE C TOTAL Enter 23 114 76 212 Exit 28 574 219 821 INTERNAL CAPTURE Total 51 687 295 1033 Single -Use Trip Gen. Est. 54 696 303 1053 2% Source: Trip Generation Handbook, 2nd Edition Chapter 7 page 109 Enter from External 76 219 Exit to External Summary of Trip Generation Calculation For 220 Rooms of Hotel September 21, 2009 Average Rate Standard Deviation Adjustment Factor Driveway Volume Avg. Weekday 2 -Way Volume 8.17 3.38 1.00 1797 7-9 AM Peak Hour Enter 0.34 0.00 1.00 75 7-9 AM Peak Hour Exit 0.22 0.00 1.00 48 7-9 AM Peak Hour Total 0.56 0.78 1.00 123 4-6 PM Peak Hour Enter 0.31 0.00 1.00 4-6 PM Peak Hour Exit 0.28 0.00 1.00 62 4-6 PM Peak Hour Total 0.59 0.80 1.00 130 AM Pk Hr, Generator, Enter 0.29 0.00 1.00 64 AM Pk Hr, Generator, Exit 0.23 0.00 1.00 51 AM Pk Hr, Generator, Total 0.52 0.75 1.00 114 PM Pk Hr, Generator, Enter 0.35 0.00 1.00 77 PM Pk Hr, Generator, Exit 0.26 0.00 1.00 57 PM Pk Hr, Generator, Total 0.61 0.81 1.00 134 Saturday 2 -Way Volume 8.19 3.13 1.00 1802 Saturday Peak Hour Enter 0.40 0.00 1.00 88 Saturday Peak Hour Exit 0.32 0.00 1.00 70 Saturday Peak Hour Total 0.72 0.87 1.00 158 Sunday 2 -Way Volume 5.95 2.59 1.00 1309 Sunday Peak Hour Enter 0.26 0.00 1.00 57 Sunday Peak Hour Exit 0.30 0.00 1.00 66 Sunday Peak Hour Total 0.56 0.75 1.00 123 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 8th Edition, 2008. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 300.000 Th.Sq.Ft. GFA of General Office Building September 21, 2009 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2 -Way Volume 11.01 6.13 1.00 3303 7-9 AM Peak Hour Enter 1.36 0.00 1.00 408 7-9 AM Peak Hour Exit 0.19 0.00 1.00 57 7-9 AM Peak Hour Total 1.55 1.39 1.00 465 4-6 PM Peak Hour Enter 0.25 0.00 1.00 ]� 4-6 PM Peak Hour Exit 1.24 0.00 1.00 4-6 PM Peak Hour Total 1.49 1.37 1.00 4!L7 - AM Pk Hr, Generator, Enter 1.36 0.00 1.00 408 AM Pk Hr, Generator, Exit 0.19 0.00 1.00 57 AM Pk Hr, Generator, Total 1.55 1.39 1.00 465 PM Pk Hr, Generator, Enter 0.25 0.00 1.00 75 PM Pk Hr, Generator, Exit 1.24 0.00 1.00 372 PM Pk Hr, Generator, Total 1.49 1.37 1.00 447 Saturday 2 -Way Volume 2.37 2.08 1.00 711 Saturday Peak Hour Enter 0.22 0.00 1.00 66 Saturday Peak Hour Exit 0.19 0.00 1.00 57 Saturday Peak Hour Total 0.41 0.68 1.00 123 Sunday 2 -Way Volume 0.98 1.29 1.00 294 Sunday Peak Hour Enter 0.08 0.00 1.00 24 Sunday Peak Hour Exit 0.06 0.00 1.00 18 Sunday Peak Hour Total 0.14 0.38 1.00 42 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 8th Edition, 2008. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 251.183 Th.Sq.Ft. GFA of Medical -Dental Office Building September 21, 2009 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2 -Way Volume 36.13 10.18 1.00 9075 7-9 AM Peak Hour Enter 1.82 0.00 1.00 457 7-9 AM Peak Hour Exit 0.48 0.00 1.00 121 7-9 AM Peak Hour Total 2.30 1.88 1.00 578 4-6 PM Peak Hour Enter 0.93 0.00 1.00 _33A 4-6 PM Peak Hour Exit 2.53 0.00 1.00 635 4-6 PM Peak Hour Total 3.46 2.50 1.00 869 AM Pk Hr, Generator, Enter 2.39 0.00 1.00 600 AM Pk Hr, Generator, Exit 1.23 0.00 1.00 309 AM Pk Hr, Generator, Total 3.62 2.38 1.00 909 PM Pk Hr, Generator, Enter 1.78 0.00 1.00 447 PM Pk Hr, Generator, Exit 2.67 0.00 1.00 671 PM Pk Hr, Generator, Total 4.45 2.50 1.00 1118 Saturday 2 -Way Volume 8.96 9.17 1.00 2251 Saturday Peak Hour Enter 2.07 0.00 1.00 520 Saturday Peak Hour Exit 1.56 0.00 1.00 392 Saturday Peak Hour Total 3.63 1.93 1.00 912 Sunday 2 -Way Volume 1.55 1.80 1.00 389 Sunday Peak Hour Enter 0.21 0.00 1.00 53 Sunday Peak Hour Exit 0.19 0.00 1.00 48 Sunday Peak Hour Total 0.40 0.00 1.00 100 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 8th Edition, 2008. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 17.257 Th.Sq.Ft. GLA of Specialty Retail Center September 21, 2009 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2 -Way Volume 44.32 15.52 1.00 765 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 1.00 21 4-6 PM Peak Hour Exit 1.52 0.00 1.00 26 4-6 PM Peak Hour Total 2.71 1.83 1.00 J AM Pk Hr, Generator, Enter 3.28 0.00 1.00 57 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 61 AM Pk Hr, Generator, Total 6.84 3.55 1.00 118 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 48 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 38 PM Pk Hr, Generator, Total 5.02 2.31 1.00 87 Saturday 2 -Way Volume 42.04 13.97 1.00 725 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 0.00 0.00 1.00 0 Sunday 2 -Way Volume 20.43 10.27 1.00 353 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 8th Edition, 2008. TRIP GENERATION BY MICROTRANS CIVICA MEDICAL CENTER MUSP Appendix B: Trip Distribution Richard Garcia & Associates, Inc. TRAFFIC IMPACT STUDY 24 Traffic Analysis Zones (TAZ) 9 I r Z : 8TH 753 _ • .. z , S�Urti Rid �I 8TH 8TH W 8TH ER 2 489 90 s 754 °GTy8TH T- 75 6TH N 19TH . '. 1.9TH .. 4TH 18TH:.._ ,8TH 18T.H .... 17TH .48 E4. NE MAN ... 1 TH. .. _.. 1.6T.... roti 1oTH..... _.... ..... _ _ ...... CO 487 �: 4 9� ; 479 °486 m 492 �N��MF� 476 13TH .. z 15TH. 15TH .... 1,5T 480 -- -139 .14TH : Project Site sR r �ti , P 514 13TH. UNNAMED ..._ 13TH21 4�7 T ui ....2. 488 12TH 491 4 .12TH... . ��. —I r w 11TH X78m 9 I r Z : 8TH 753 _ • .. z , S�Urti Rid �I 8TH 8TH W 8TH ER 2 489 90 s 754 °GTy8TH T- 75 6TH " Miami -Dade Transportation Plan (to the Year 2030 Directional Trip Distribution Report January 2005 Prepared by: * Gannett Fleming In association with: PACO Group. Public Financial Management Media Relations Group Miami -Dade Interim 2005 Cost Feasible Plan DIRECTIONAL DISTRIBUTION SUMMARY ORIGIN.. �`--"-------- CARDINAL DIRECTIONS -------------I TOTAL," I ZONE NNE ENE ESE SSE SSW_ WSW WNW NNW 481 TRIPS 1891 834 1716 727 1628 2067 1600 1524 11987 PERCENT 15.78 6.96 14.32 6.06 13.58 17.24 13.35 12.71 482 TRIPS 453 243 350 438 532 586 417 370 3389 PERCENT 13.37 7.17 10.33 12.92 15.70 17.29 12.30 10.92 483 TRIPS 346 143 176 389 377 439 282 285 2437 PERCENT 14.20 5.87 7.22 15.96 15.47 18.01 11.57 11.69 484 TRIPS 498 176 164 404 563 661 414 396 3276 PERCENT 15.20 5.37 5.01 12.33 17.19 20.18 12.64 12.09 485 TRIPS 306 112 172 233 302 414298 269 2106 PERCENT 14.53 5.32 8.17 11.06 14.34 19.66 14.15 12.77 486 TRIPS 528 122 117 216 418 498 371 465 2735 PERCENT 19.31 4.46 4.28 7.90 1.5.28 18.21 13.56 17.00 487 TRIPS 2474 792 839 1497 1799 3489 2122 2253 15265 PERCENT 16.21 5.19 5.50 9.81 11.79 22.86 13.90 14.76 488 TRIPS 482 292 489 405 451 455 446 420 3440 PERCENT 14.01 8.49 14.22 11.77 13.11 13.23 12.97 12.21 489 TRIPS 222 186 290 138 135 274 302 280 1827 PERCENT 12.15 10.18 15.87 7.55 7.39 15.00 16.53 15.33 490 TRIPS 105 46 86 73 57 112 148 104 731 PERCENT 14.36 6.29 11.76 9.99 7.80 15.32 20.25 14.23 491 TRIPS 263 78 89 122 174 314 285 264 1589 PERCENT 16.55 4.91 5.60 7.68 10.95 19.76 17.94 16.61 492 TRIPS 93 33 48 97 91 145 99 81 687 PERCENT 13.54 4.80 6.99 14.12 13.25 21.11 14.41 11.79 493 TRIPS 341 129 202 391 322 785 606 378 3154 PERCENT 10.81 4.09 6.40 12.40 10.21 24.89 19.21 11.98 494 TRIPS 314 167 186 460 223 520 385 288 2543 PERCENT 12.35 6.57 7.31 18.09 8.77 20.45 15.14 11.33 495 TRIPS 644 204 250 486 578 973 561 627 4323 PERCENT 14.90 4.72 5.78 11.24 13.37 22.51 12.98 14.50 -33 - 1/18/05 TABLE: A2 Civica Medical Center MUSP Project Cardinal Distribution (TAZ 488) Note: Based on.MUATS & Year 2025 Plan Update, Technical Report: Directional Trip Distribution Year 1999 Model Validation and 2005.2025 Cost Feasible Plan, Date: December 31, 2001 obtained from Miami Dade MPO. TABLE: A2.1 IN OUT Total PM Peak Hour Volume: 165 610 775 Percent: 21.28% 78.72% (Calculated) INGRESS EGRESS DIRECTION DISTRIBUTION % calculated used DIRECTION DISTRIBUTION % IN OUT Total NN1p 12.21 20 74 94 _ r t�Nls j 14.01 23 85 108 i 8.49 14 52 66 24 14.22 24 87 111 11.77 11.77 19 72 91 91 13.11 22 80 102 'f 11?t$fT 13.23 22 81 103 WNL ' 12.97 21 79 100 r: f 12.97 21.4005 21 79.1470904 TOtAt _ 100.00 165 610 775 Note: Based on.MUATS & Year 2025 Plan Update, Technical Report: Directional Trip Distribution Year 1999 Model Validation and 2005.2025 Cost Feasible Plan, Date: December 31, 2001 obtained from Miami Dade MPO. TABLE: A2.1 IN OUT Total PM Peak Hour Volume: 165 610 775 Percent: 21.28% 78.72% (Calculated) INGRESS EGRESS DIRECTION DISTRIBUTION % calculated used calculated used TOTAL NNE 14.01 23.1165 23 85.4935032 85 108 ENE .8,49 14.0035 14 51.8086968 52 66 ESE 14.22 23.463 24 86.7749904 87 111 SSE 11.77 19.4205 19 71.8243064 72 91 SSW 13.11 21.6315 22 80:0014152 80 102 WSW 13.23 21.8295 22 80.7336936 81 .103 WNW 12.97 21.4005 21 79.1470904 79 100 NNW 12.21 20.1465 20 74.5093272 74 94 TOTAL 100.01 165.0165 165 610.2930232 610 775 TABLE: A2.2 Civica Medical Center MUSP Project Quadrant Distribution (TAZ 488) DIRECTION DISTRIBUTION % DIRECTION DISTRIBUTION % IN OUT Total I PERCENT ASSIGNED RESULTING ASSIGNMENT NNW 12.21 TO FROM TO FROM TO FROM t NORTH 26.22 43 159 202 NP7 s ,S 14.01 EAST 100% 100% 23% 23% 37 139 8.49 SOUTH 100% 100% 38% 38% 63 232 294 EAST 22.71 38 139 177 -ES 14.22 100% 100% 165 610 775 $y v 11.77 r8 SOUTH 24.88 41 152 193 13.11 WSW 13.23 in WEST 26.20 43 160 203 l�lr,Yr_ i 12.97 �t ray 707gL ? 100.00 TOTALS 100.00 165 610 775 TABLE: A2-3 PROJECT TRAFFIC DISTRIBUTION DIRECTION I PERCENT ASSIGNED RESULTING ASSIGNMENT TRAFFIC ASSIGNED TO FROM TO FROM TO FROM Total NORTH 50% 50% 13% 13% 22 80 102 EAST 100% 100% 23% 23% 37 139 176 SOUTH 100% 100% 38% 38% 63 232 294 WEST 100% 100% 26% 26% 43 160 203 100% 100% 165 610 775 22 I E _y 43 F � 21 80 160 76 NW 14th Street Civica Medical Center MUSP Project Cardinal Distribution (TAZ 488) PM SITE TRAFFIC ASSIGNMENT 86�� EI f 316294 SITE d _ v Q 0 'S Z 79 294 7# 294 86 y 1 Note: The distribution is based on the Miami Dade County cardinal distribution. 139 > 76-�, IN. OUT ' TOTAL 165 610 775 <- 38 20 CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Appendix C: Signal Timing, Growth Rate & Adjustment Factors 250 Richard Garcia & Associates, Inc. Signal Tinning N 19TH _ 19TH 4TH • 18TH _.. . 18TH .. _ ED NE. J MAN 1 TH 17TH,OA 16T,H w "N NgMgo 13TH 15TH 15TH Project Site - _....., - 275 X95 14TH 237 v 6729 237 SRa36- UNNAMED 13TH �.'S _}�'•" _ � ' 13TH..,. " � x NORIT R/VFR _ SSP 12TH 12TH w . x ,off, w 11 T 11TH . o°VQN�N...... 11TH - 6 � SCaa3 �1 0 o N°RTN = 9TH _ 9TH F R/VFR 8TH 3 8TH z °dry RIVER 8TH 8TH 7TH. .� Y •n PHASE: (D 1 02 08-057 Medical Office Complex MUSP G(w) -i 52- 2G(f) NW 7th Avenue & NW 14th Street G(9) G(total) PM Signal Timing Y�- R ID: 2375 TIMING DATA FOR 2375 NW 7 AVE & 14 ST (SEC: 30 TYPE: 'SA) PAT OF NSG G Y EWW F G Y S Y M CYC 1 T 8 62 1 4 7 11 21 4 110AM PEAK M1 2 T 53 52 1 4 7 11 11 4 90AM PEAK M2 3 T 70 52 1 4 7 11 11 4 90PM PEAK 4 T 14 31 1 4 7 11 2 4 7 60NITE 1/6 5 T 22 40 1 4 7 11 8 4 75PRE AM 1/0 6 T 26 50 1 4 7 11 8 4 85AVERAGE 7 T 16 50 1 4 7 11 8 4 85POST PM PEAK 8 M 24 67 1 4 7 11 16 4 1102-95 BLOCKAG 9 M 24 67 1 4 7 11 16 4 1102-95 BLOCKAG 10 M 13 44 1 4 7 11 19 4 900RANGE BOWL 11 M 24 32 1 4 7 11 1 4 600B IN TEST 16 M 93 87 1 4 7 11 6 4 1200RANGE BOWL 18 T 26 50 1 4 7 11 8 4 85MID AFT Ml 22 T 14 31 1 4 7 11 2 4 7 60NIGHT 8/4 23 T 14 31 1 4 7 11 2 4 6 60LATE NIGHT 1 24 T 14 31 1 4 7 11 2 4 60RECALL TEST MIN: 14 11 1 PHASE: (D 1 02 G(w) -i 52- 2G(f) G(f) G(9) G(total) Y�- R SPLIT 33 S C L � fps ck 7 U 5 Miami -Dade Coun.y Traffic Signals Print Time: Print Date: iVIIAN1 -DAF�E 7/11/2009 6:32 PM TOD Schedule Report for NW 7 Av&NW 94 St Active Phase Bank: Phase Bank Phase Walk Phase Bank Don't Walk Min Initial 3 Veh Ext 6 NBT Max Limit 8 EBT Max 2 Yellow Red 110 0 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 29 0 1 3 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 0 - 0 - 0 0 - 0 - 0 12- 12 - 12 1 - 1 - 1 32 - 32 - 32 0 - 32 - 32 4 0.4 3 0 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 WBT 7 - 7 - 7 11 - 11 - 11 7 - 7 - 7 2.5 -2.5 - 2.5 18 - 18 - 18 38 - 32 - 32 4 0.4 5 60 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 --0 1 120 1 0- 0- 0 0- 0- 0 0 0 6 NBT 0 - 0 - 0 0 - 0 - 0 12- 12 - 12 1 - 1 - 1 132 - 32 - 32 0 - 32 - 32 4 0.4 7 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 1 0- 0- 0 0- 0- 0 0 0_ 8 EBT 7 - 7- 7 11-11 -11 7 - 7 - 7 2.5 -2.5-2.5 18- 18- 18 138 -32-32 4 0.4 Current TOD Schedule Plan Cycle 1 2 SBT 3 Green Time 4 5 WBT 6 NBT 7 8 EBT Rina Offset Offset 1 110 0 63 0 39 0 63 0 39 0 6 2 90 0 53 0 29 0 53 0 29 0 16 3 90 0 53 0 29 0 53 0 29 0 17 5 75 0 41 0 26 0 41 0 26 0 63 6 85 0 51 0 26 0 51 0 26 0 77 7 85 0 51 _0 26 0 51 0 26 0 67 8 110 0 68 0 34 0 68 0 34 0 92 9 110 0 68 0 34 0 68 0 34 0 92 10 90 0 45 0_ 37 0 45 0 37 0 58 11 60 0 33 0 19 0 33 0 19 0 57 16 1 120 0 88 0 24 0 88 0 24 0 61 18 85 0 51 0 26 0 51 0 26 0 77 Page 1 of 2 Last In Service Date: Permitted Phases 12345678 Default -2-4-6-8 External Permit 0 External Permit 1 External Permit 2 Local TOD Schedule Time Plan DOW 0000 Free Su M TW Th F 0030 Free M T W Th F 0100 Free Su 0130 Flash M T W Th F 0230 Flash Su 0600 Free Su 0600 5 M T W Th F 0700 2 M T W Th F 0730 1 M T W Th F 0900 6 M T W Th F 1000 6 Su 1330 18 M T W Th F 1430 6 W 1530 3 M T W Th F 1800 6 M T W Th F 1840 7 M T W Th F 2030 Free Su M T W Th F TOD Schedule Report for NW i &NW a!4 St Current Time of Day Function Local Time of Day Function Time Function Settings " Day of Week Time Function Settings * Day of Week 0000 TOD OUTPUTS -- Su M T W Th F S 0000 TOD OUTPUTS Su M T W Th F S Page 2 of 2 " Settings Blank- FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X -PED OMIT 8 -TBA 08-057 Medical Office Complex MUSP NW 10th Avenue & NW 14th Street PM Signal Timing ID: 2376 TIMING DATA FOR 2376 NW 10 Av & NW 14 St (SEC: 144 TYPE: SA) `T0 PAT OF EWG G Y R XW F NSL Y NSG Y R EWL Y S Y M CYC 1 2 T 0 3 T 78 1 4 -1 5 12 8 3 15 4 1 10. 3 7 145AM PEAK 0/2 0 4 62 1 4 1 5 12 6 3 15 4 1 8 3 7 12SAVERAGE 0/2 T 0 5 T 70 1 4 1 5 12 8 3 18 4 1 10 3 7 140PM PEAK 0/2 0 23 T 54 1 4 1 5 12 6 3 10 4 1 6 3 7 110EVE 0/6 O 24 T O 54 24 1 1 4 1 5 12 6 3 10 4 1 6 3 7 110NITE 2/4 MIN: 17 4 1 5 12 6 3 10 4 1 6 3 7 80RECALL TEST 12 5 10 5 PHASE: 01 02 03 04 05 Al G(w) \0 `T0 5 5 I� 2- - FG(g) I tal) l U 1 R SPLIT 13 -76 N/s TTn (ps) CL - 1 Aco 5 08-057 Medical Office Complex MUSP NW 11th Avenue & NW 14" Street PM Signal Timing ID: 6729 PHASE: 1 (D2 (D3 +V G(w) G(f) G(J) 20 2 G(total) S Y 53 2-7 5 � R SPLIT CL = IUps MONDAY Ti-111ING FOR 6729 NW 11 AV & NW 14 ST 07-28-08 TYPE=SA SECTION 144 TIME PATTERN NUMBER AND NAME MINIMUMS. OFF EWW F 8 Y R SWF G Y R EL Y 0 1 5 CYCLE SKIP EYT MC 23 600 3 AVERAGE 0/2 AVERNITE GE 0 0 18 20 4 2 7 12 2 700 2 AM PEAK 0/2 0 19 20 4 -2 7 12 2 4 1 6 3 70 3 7 900 3 AVERAGE 0/2 27 20 4 2 7 12 2 4 .1 8 80 1500 4 PM PFAK 0/� 1800 3 AVERAGE 0/2 1830 0 0 19 �3_ 19 20 _2 D- 20 4 9 2 7 7 12 2 �2 --g 1 -1 a 5 3 3 90 80 7 7 5 EVE 0/6 0 4 2 7 12 2 4 ;--- X00 7 24 RECALL TEST 0 18 20 4 2 7 12 2 4 is 0 0 80 7 SKIPS: NONE 14 20 4 2 7 12 2 4 1 6. 3 70 3 7 75 7 MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY = NO SCHOOL NO SCHOOL TIME PT CYC TIME PT CYC TIME PT CYC TIME PT TIME ` FRIDAY 0 23 55 0 23 55 0 23 CYC TIME PT CYC TIMMEPTYCYC TIME PT Y CYC TIME PT CYC TIME PT CYC 600 3 80 315 24 700 2 90 345 23 60 0 55 3 80 0 600 23 3 55 8023 0 600 23 55 0 55 3 55 25 900 3 80 600 3 55 80 700 900 2 90 3 700 2 90 700 630 2 93 5 60 630 60 1530 4 100 700 2 1800 3 80 900 3 90 1530 80 4 100 900 1530 3 4 100 80 900 1530 3 4 80 100 1830 5 60 1530 4 80 100 1800 1830 3 80 5 60 1800 3 80 1800 3 80 1800 3 80' 1830 5 60 1830 5 60 1830 5 . 60 08-057 Medical Office Complex MUSP NW 12tH Avenue & NW 14th Street PM Signal Timing ID: 2377 TIMING DATA FOR 2377 NW 12 AV & 14 ST PAT OF NSW F Y R EWJ Y EWW F G Y 1 T 0 30 15 4 1 5 3 5 21 1 4 5 T 4 45 15 4 1 8 3 5 21 1 4 8 T 2 35 15 4 1 10 3 5 21 1 4 12 T 7 50 15 4 1 12 3 5 21 1 4 16 M 48 45 15 4 1 6 3 .5 21 4 4 17 M 6 37 15 4 1 10 3 5 21 4 4 18 T 2 15 15 4 1 5 3 5 21 1 4 22 T 0 30 15 4 1 5 3 5 21 1 4 24 T 0 10 15 4 1 6 3 5 12 1 4 MIN: 6 15 5 21 1 PHASE: (SEC: 146 TYPE: SA) R NSM Y S Y M CYC 2 5 4 7 100PRE AM PEAK 2 17 4 12 130AM PEAK 0/4 2 15 4 120MID DAY AVG 2 18 4 G(total) 140PM PEAK 0/4 2 6 4 1200 B IN 2 10 4 3 1200 B OUT 2 5 4 � 85EVENING 0/4 2 5 4 7 100NITE 2/7 2 6 4 7 73RECALL TEST 5 PHASE: 01 02 03 (D4 V1 --� G(W) G(f) I SG 'S 12 5 zr G(g) G(total) Y `� 3 �- R � - 2 SPLIT 22 C) I5 33 14 o 5 Traffic Trends - V2.0 SR 9331NW 12 AV -- 200'N NW 20 ST PIN# 973215-1 Location --i 40000 35000 Observed Count Fitted Curve p 30000 Log. (Fitted Curve) w U 25000 > _ as 20000 ppp'k F i cc 15000 a ❑� EM %? 10000 r j 0 1)a ; iI Qi 5000' Y 1998 2003 2008 2013 2018 2023 2028 2033 Year * Annual Trend Increase: 418 Trend R -squared: 32.76% Trend Annual Historic Growth Rate: 2.05% Trend Growth Rate (2007 to Design Year): 1.64% Printed: 23 -Jul -08 County: Miami (87) Station *: 1146 Hinhwa - Y• SR 933/NW 12 AV Yearr21500 t* Trend* 19980 20600 '19990 21000 2000 21400 20010 21900 2002 23000 22300 2003 21500 22700 2004 22500 23100 2005 19800 23500 2006 26500 23900 2007 25500 24400 11: 2010 Mid -Year Trend 201 h Design Year Trend *Axle -Adjusted AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown _ Florida Department of Transportation Transportation Statistics Office 2007 Historical AADT Report County: 87 - MIAMI-DADE Site: 1146 - SR 933/SW/NW 12 AV, 200' N NW 20 ST Year AADT Direction 1 Direction 2 K Factor ------- ------------ ------------ D Factor- T Factor 07 25500 C N 13000 S 12500 -------- 8.01 ________ ________ 2006 26500 C N 13500 S 13000 54.34 2.80 2005 19800 C N 10500 S 9300 7.97 54.22 2.60 2004 22500 C N 12500 S 10000 8.80 53.80 5.10 2003 21000 CN 11500 S 9500 9.00 53.30 5.10 2002 23000 C N 12000 S 11000 8.80 53.40 5.80 2001 23000 C N 12500 S 10500 980 . 52.30 4.00 2000 21500 C N 11000S 10500 8.20 53.50 7.70 1999 19500 C N 10500 S 9000 8. 53.10 4.70 1998 22000 C N 11000 S 11000 .10 90 9. 52.70 5.40 1997 20300 C N 11000 S 9300 9.330 52.70 3.30 1996 20400 C N 10500 S 9900 9.10 64.50 2.70 1995 19500 C N 9600 S 9900 8.50 53.10 3.90 1994 20300 C N 10500 S 9800 7.90 62.60 5.40 1993 25000 C N 11000 S 14000 8.90 60.00 4.40 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Traffic Trends - V2.0 SR 933/NW 12 AV -- 200'N FLAGLER ST/SR968 [P ]IN T73215-1 Location FCounty: Miami (87) Station #: 5012 Hinh-1 . 25000 a ❑ U) 20000 U 15000 c� .-9 ❑ 10000 Q 5000 0 1998 2003 2008 2013 2018 2023 2028 2033 Year **Annual Trend Increase: -39 Trend R -squared: 0.62% Trend Annual Historic Growth Rate: -0.14% Trend Growth Rate (2007 to Design Year): -0.22% Printed: 23 -Jul -08 Y• SR 933/NW 12 AV 2010 Mid -Year Trend 201;1 Design Year Trend 1 ' •11 *Axle -Adjusted ffic (ADT/AADT) unt* Trend** 400 23100 000 23100 T 00 23100 00 23000 00 23000 00. 22900 00 22900 2005 22200 22900 2006 21600 22800 2007 22000 22800 2010 Mid -Year Trend 201;1 Design Year Trend 1 ' •11 *Axle -Adjusted AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics Office 2007 Historical AADT Report County: 87 - MIAMI-DADE Site: 5012 - SR 933/NW 12 AV, 200' N FLAGLER ST/SR 968 Year AADTDirection 1 Direction 2 K ---- -- - ------------ Factor D Factor T Factor 2007 22000 C N 11500 S 10500 2006 21600 C N 12000 S 9600 7.90 63.12 5.30 2005 22200 C N 12500 S 9700 7.39 58.66 7.60 2004 26000 C N 12500 S 13500 7.70 65.10 2 40 2003 22500 C N 11500 S 11000 8.20 67.10 2002 23500 C N 12500 S 11000 72.30 5.30 5.80 2001 24500 C N 13000 S 11500 9.20 9.20 68.00 5.00 2000 21900 C N 13500 S 8400 8.20 53.50 8.30 1999 24000 C N 12000 S 12000 8.20 53.70 4.50 1998 21400 C N 12000 S 9400 9.10 52.70 4'20 1997 20900 C N 12000 S 8900 9 30 52'70 3.30 1996 20100 c N 12000 S 8100 9 64.50 2.70 1995 22900 C N 14000 S 8900 .0 8.550 53.10 3. 1994 22300 C N 13000 S 9300 7.90 62.60 40 5.4 0 1 993 23300 C N 13500 S 9800 8.90 60.00 4.40 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown 2007 Peak_ Season Factor Category Report - Report Type: ALL Category: 8701 MIAMI-DADE SOUTH MOCF: 0.99 Week Dates SF PSCF l 01/01/2007 - 01/06/2007 0.98 0.99 2 01/07/2007 - 01/13/2007 1.00 1.01 3 01/14/2007 - 01/20/2007 1.02 1.03 4 01/21/2007 - 01/27/2007 1.01 1.02 5 01/28/2007 - 02/03/2007 1.01 1.02 6 02/04/2007 - 02/10/2007 1.00 1.01 7 02/11/2007 - 02/17/2007 1.00 1.01 * 8 02/18/2007 - 02/24/2007 0.99 1.00 * 9 02/25/2007 - 03/03/2007 0.99 1.00 *10 03/04/2007 - 03/10/2007 0.98 0.99 *11 03/11/2007 - 03/17/2007 0.97 0.98 *12 03/18/2007 - 03/24/2007 0.98 0.99 *13 03/25/2007 - 03/31/2007 0.98 0.99 *14 04/01/2007 - 04/07/2007 0.99 1.00 *15 04/08/2007 - 04/14/2007 0.99 1.00 *16 04/15/2007 - 04/21/2007 0.99 1.00 *17 04/22/2007 - 04/28/2007 1,00 1.01 *18 04/29/2007 - 05/05/2007 1.00 1.01 *19 05/06/2007 - 05/12/2007 1.00 *20 05 13/2007 - 05/19/2007 1.00 1 1.01 22 05/27/2007 - 06/02/2007 1.01 1.02 23 06/03/2007 - 06/09/2007 1.01 1.02 24 06/10/2007 - 06/16/2007 1.01 1.02 25 06/17/2007 - 06/23/2007 1.01 1.02 26 06/24/2007 - 06/30/2007 1.02 1.0'3 27 07/01/2007 - 07/07/2007 1.02 1.03 28 07/08/2007 - 07/14/2007 1.02 1.03 29 07/15/2007 - 07/21/2007 1.02 1.03 30 _ 07/22/2007 -07/28/2007 1.01 1.02 0 31 07/29/2007 - 08/04/2007 1.01 1.02 32 08/05/2007 - 08/11/2007 1.00 1.01 33 08/12/2007 - 08/18/2007 1.00 1.01 34 08/19/2007 - 08/25/2007 1.00 1.01 35 08/26/2007 - 09/01/2007 1.01 1.02 36 09/02/2007 - 09/08/2007 1.01 1.02 37 09/09/2007 - 09/15/2007 1.02 1.03 _ 38 09/16/2007 - 09/22/2007 1.01 1.02 39 09/23/2007 - 09/29/2007 1.01 1.02 40 09/30/2007 - 10/06/2007 1.00 1.01 41 10/07/2007 - 10/13/2007 1.00 1.01 42 10/14/2007 - 10/20/2007 0.99 1.00 43 10/21/2007 - 10/27/2007 1.00 1.01 44 10/28/2007 - 11/03/2007 1.00 1.01 45 11/04/2007 - 11/10/2007 1.00 1.01 46 11/11/2007 - 11/17/2007 1.01 1.02 47 11/18/2007 - 11/24/2007 1.00 1.01 48 11/25/2007 - 12/01/2007 0.99 1.00 49 12/02/2007 - 12/08/2007 0.99 1.00 50 12/09/2007 - 12/15/2007 0.98 0.99 51 12/16/2007 - 12/22/2007 0.99 1.00 52 12/23/2007 - 12/29/2007 1.00 1.01 53 12/30/2007 - 12/31/2007 1.02 1.03 * Peak Season Page 2 of 8 -00, Weekly Axle Factor Category Report - Report Type: ALL County: 87 - MIAMI-DADE Week Dates 8713 1 01/01/2007 - 01/06/2007SR 90/US 41 8714 SR 836/1 395 8715 8716 2 01/07/2007 - 01/13/20070.99 0.96 0.96 SR 826 SR 933/SAT 12 AvE 3 01/14/2007 - 01/20/2007 0.96 0.99 0.95 0.96 4 01/21/2007 - 01/27/2007 0.99 0.95 0.98 5 01/28/2007 - 02/03/2007 0.96 0_gg 0.95 0.98 6 02/04/2007 - 02/10/2007 0.96 0.99 0 95 0.98 7 02/11/2007 - 02/17/2007 0.96 0.99 0.95 0.98 8 02/18/2007 - 02/24/2007 0.96 0.99 0.95 0.98 9 02/25/2007 - 03/03/2007 0.96 0.96 0.99 0.98 10 03/04/2007 03/10/2007 0.99 00.95 0,96 11 03/11/2007 - 03/17/2007 0.96 0.99 .95 0..- 95 0.98 12 03/18/2007 - 03/24/2007 0.96 0.99 0.95 0.98 13 03/25/2007 - 03/31/2007 0.96 0.99 0.95 0.98 14 04/01/2007 - 04/07/2007 0.96 0.99 0.95 0.98 15 04/08/2007 - 04/14/2007 0.96 0.99 0.95 0.98 16 04/15/2007 - 04/21/2007 0.96 0.99 0.95 0.98 17 04/22/2007 - 04/28/2007 0.96 0.99 0. 95 0.98 18 04/29/2007 - 05/05/2007 0.96 0.99 0.95 0.98 19 05/06/2007 - 05/12/2007 0.96 0,99 0.95 0,96 20 05/13/2007 - 05/19/2007 0.96 0.99 0.95 0.98 21 05/20/2007 - 05/26/2007 0 96 0.99 0.95 0.98 22 05/27/2007 - 06/02/2007 0.96 0.99 0.95 0.98 23 06/03/2007 - 06/09/2007 0.96 0.99 0.95 0.98 24 06/10/2007 - 06/16/2007 0.96 0.99 0.95 0.98 25 06/17/2007 - 06/23/2007 0.96 0.99 0.95 0.98 26 06/24/2007 - 06/30/2007 0.96 0.99 0.95 0.98 27' 07/01/2007 - 07/07/2007 0-96 0.99 0.95 0.98 28 07/08/2007- 07/14/2007 0.96 0.99 0-95 0.98 29 07/15/2007 - 07/21/2007 0 96 0.99 0.95 0.98 30 07/22/2007 - 07/28/2007 0.96 0 99 0.95 0.98 31 07/29/2007 - 08/04/2007 0 96 0.99 0.95 0.98 32 08/05/2007 - 08/11/2007 0.96 0.99 0.95 0.98 33 08/12 2007 -�08-/18/2007._ 0 .96 0.99 0.95 0.98 34 08/19/2007 - 08/25/2007 T - - ------ 0.9.9 0.95 0.98 35 08/26/2007 - 09/01/2007 0.96 0.96 0.99 - __.. 0.95 0.95 - __ 0._98_ JCC - 36 09/02/2007 - 09/08/2007 0.96 0.99 0.95 0.98 37 09/09/2007 - 09/15/2007 0.96 0.99 0.95 0-98 38 09/16/2007 - 09/22/2007 0.96 0.99 0.95 0.98 39 09/23/2007 - 09/29/2007 0 0.99 0.95 0.98 40 09/30/2007 - 10/06/2007 .96 0.96 0 99 0.95 0.9 41 10/07/2007 - 10/13/2007 0 0.99 0.95 0.96 42 10/14/2007 - 10/20/2007 .96 0.96 0.99 0.95 0.98 43 10/21/2007 - 10/27/2007 0 96 0.99 0.95 0.98 44 10/28/2007 - 11/03/2007 0.96 0. 99 0'96 0.98 45 11/04/2007 - 11/10/2007 D 96 0.99 0.96 0.96 46 11/11/2007 - 11/17/2007 0.96 0. 99 0.96 0.98 47 11/18/2007 - 11/24/2007 0 0.99 0.96 0,98 48 11/25/2007 - 12/01/2007 .96 0.96 0.99 0.96 0.98 49 12/02/2007 - 12/08/2007 D 96 0.99 0.95 0.98 50 12/09/2007 - 12/15/2007 0.96 0. 99 0.95 0.98 51 12/16/2007 - 12/22/2007 0 9 6 0'99 0.95 0.98 52 12/23/2007 - 12/29/2007 0.96 0.99 0.95 0.98 53 12/30/2007 - 12/31/2007 0.96 0.99 0.95 0.98 0. 99 0.95 0.98 0-98 CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Appendix ®. Traffic Counts (TMC's & ATR) 26 Richard Garcia & Associates, Inc. TABLE: A3 Civica Medical Center MUSP INTERSECTION APPROACH VOLUMES 0 z 0 0 w BACKGROUND CO of w PM PEAK Date of PEAK SEASONAL GROWTH @ 1.64% FOR 3 Committed Net Traffic Site Traffic Total Traffic z INTERSECTION NAME APPROACH MOVEMENT HR COUNT Count PHF PSCF ADJUSTMENT Years Developments w/o Project (VPH) (VPH) 1 2 3 4 5 6 7 8 9 10TE— 12 13 SBR 42 1.01 42 45 021 66 SBT 505 1.01 510 536 0 0 536 SOUTHBOUND SBL 68 1.01 69 72 0 0 72 TOTAL 615 621 652 0 21 673 WBR 112 1.01 113 119 0 0 119 0 WBT 69 1.01 70 73 038 _111 WESTBOUND ry civ WBL 39 1.01 39 41 00 41 TOTAL 220 222 233 0 38 271 I NW 14th St & NW 7th Ave 0 NBR 261.01 26 28 0 28 0 28 NBT 544 1.01 549 577 0 577 0 577 NORTHBOUND m� NBL 31 1.01 31 33 0 33 20 53 TOTAL 601 607 637 0 637 20 657 F EBR 49 1.01 49 52 0 52 76 1 128 EASTBOUND EBT 123 1.01 124 130 0 130 139 269 EBL 128 1.01 129 136 0 136 79 215 TOTAL 300 303 318 0 318 294 612 TOTAL 9736 9753 9841 0 9849 373 2214 SBR 261 1.02 266 -280 0 280 0 280 SBT 193 1.02 197 207 0 207 0 207 SOUTHBOUND SBL 37 1.02 38 40 0 40 0 40 TOTAL 491 501 526 0 526 0 526 m WBR 116 a 1.02 118 124 0 124 0 124 WBT 232 1.02 237 248 0 248 79 327 WESTBOUND c�.i WBL 47 1.02 48 50 0 50 0 50 2 NW 14th St & NW 10th Ave TOTAL 395 3 com o 0 403 423 0 423 79 502 NBR 18 1.02 18 19 0 19 0 19 _ NORTHBOUND NBT 73 m y 1.02 74 78 0 78 0 78 NBL 64 1.02 65 69 0 69 0 69 TOTAL 155 158 166 0 166 0 166 t EBR 317 ~ 1.02 323 340 0 340 0 340 EBT 259 1.02 264 277 0 277 294 571 EASTBOUND EBL 223 1.02 227 239 0 239 0 239 TOTAL 799 815 856 0 856 294 1150 TOTAL 1 1840 1877 1971 0 1971 373 2344 ©Richard Garcia and Associates, Inc., 2008 9/21/2009 TABLE: A3 Civica Medical Center MUSP INTERSECTION APPROACH VOLUMES 0 Z 0 Lu w PM PEAK Date of PEAK SEASONAL BACKGROUND GROWTH @ 1.64% FOR 3 Committed Net Traffic Site Traffic Total Traffic Z INTERSECTION NAME APPROACH MOVEMENT HR COUNT Count PHF PSCF ADJUSTMENT Years Developments w/o Project ..(VPH) (VPH) 1 2 3 4-- 5 6 7 1 8 9 10 11 12 13 SBR 126 1.02 129 135 0 135 0 135 SOUTHBOUND SBT 0 1.02 0 0 0 0 0 0 SBL 78 1.02 80 84 0 84 0 84 TOTAL 204 208 218 0 218 0 218 m WBR 35 0 1.02 36 37 0 37 0 37 WESTBOUND WBT 590 1.02 602 632 0 632 0 532 WBL 0 1.02 _ 0 0 0 0 0 0 TOTAL 625 638 669 0 669 0 669 3 NW 14th St&NW 11tH Ave m d NBR 0 1.02 0 0 0 0 294 1 294 NORTHBOUND NBT 0 2 1.02 0 0 0 0 0 0 NBL 0 1.02 0 0 0 0 316 316 TOTAL 0 L ~ 0 0 0 0 610 610 EBR 0 1.02 0 0 0 0 0 0 EBT 611 1.02 623 654 0 654 86 740 EASTBOUND EBL... 51 1.02 .52 55 0 55 0 55 TOTAL 662675 709 0 709 86 795 TOTAL 1491 1521 1597 0 1597 696 2293 SBR 147 1.01 148 156 0 156 0 156 SBT 599 1.01 605 635 0 635 0 635 SOUTHBOUND SBL 69 1.01 70 73 0 73 22 95 TOTAL 815 823 864 0 864 22 886 m WBR 134 0 1.01 135 142 0 142 80 222 WESTBOUND WBT 399 1.01 403 423 0 423 160 583 WBL 219 1.01 221 232 0 232 76 308 4 NW 14th St & NW 12th Ave TOTAL 752 T o 760 798 0 798 316 1114 NBR 129 1.01 130 137 0 137 21 158 NORTHBOUND NBT 648 h 1.01 654 687 0 687 0 687 NBL 193 1.01 195 205 0 205 0 205 TOTAL 970 F 980 1029 0 1029 21 1050 EBR 186 1.01 188 197 0 197 0 197 EASTBOUND EBT 180 1.01 182 191 0 191 43 234 EBL 164 1.01 166 174 0 174 0 174 TOTAL 530 535 562 0 562 43 605 TOTAL 3067 1 3098 3253 0 3253 402 3654 Notes: 1 Intersection Name 2 Intersection Approach 3 Intersection Approach Movement 4 TMC data provided by RGA, Inc. 5 Date of Count 6 Peak Hour Factor 7 Peak Seasonal factor obtained from FOOT 8 Seasonally Adjusted TMC = Count' PSCF (These are the volumes utilized in the existing condition intersection LOS). 9 A 1.64 percent background grouth was utilized with a project build -out of three years. 10 Commited Traffic obtained from the City of Miami Large Scale Report 11 Net Traffic= Peak Seasonally Adjusted TMC + Backgound+Commited 12 Site traffic assignment 13 Total Traffic = Net Traffic + Site Traffic (These are the volumes utilized in the proposed intersection LOS analysis) @Richard Garcia and Associates, Inc., 2008 921/2009 RICHARD GARCIA & ASSOCIATES, INC 13117 NW 107 AVE. SUITE NOA HIALEAH GARDENS, FL, 33018 PH; 305.595.75051 FAX 305.675.6474 File Name : untitled8 Site Code 00000028 Start Date : 5/20/2008 Page No : 1 05:00 PM 17 NW 7 AVE 22 0 NW 14 ST 35 14 NW 7 AVE 0 56 NW 14 ST 124 6 0 135 From North 28 41 From East 435 05:15 PM 6 From South 15 .0 From West 25 26 Start Rig Thr LeftMTApp. 132 6 Rig Thr Left Ped App. Rig Thr Left Ped App. 112 Thr 0 Ped App. Int. Time ht u 1 116 tal ht u 19 s Total ht u 367 s Total qht u Left s TotalFactor 19 6 1.0 1.0 1.0 1.0 6 1.0 1.D 1.0 1.0 32 1.0 1.D 1.0 1.0 39 449 1.0 1.0 1.0 86 78 04:00 PM 12 129 15 0 156 34 23 4 0 61 5 122 7 0 134 12 31 29 0 72 423 04:15 PM 13 105 15 0 133 22 22 5 0 49 11 129 12 0 152 6 38 30 0 74 408 04:30 PM 10 130 15 0 155 28 17 7 0 52 10 127 9 0 146 8 30 21 0 59 412 04:45 PM 9 153 16 0 178 24 12 16 0 52 9 161 10 0 180 13 32 24 0 69 479 Total 44 517 610 30.. 622 108 74 32 D 214 35 539 38 0 612 39 131 104 0 274 1722 05:00 PM 17 122 22 0 161 35 14 7 0 56 5 124 6 0 135 12 28 41 2 83 435 05:15 PM 6 100 15 .0 121 25 26 9 0 60 2 132 6 0 140 16 33 42 0 91 412 05:30 PM 13 112 10 0 135 12 19 11 0 42 1 116 10 0 127 19 18 26 0 63 367 05:45 PM 3 115 11 0 129 14 19 6 0 39 4 101 6 0 111 19 28 32 2 81 360 Total 39 449 580 546 86 78 33 0 197 12 473 28 0 513 66 107 141 4 318 1574 Grand Total 83 966 119 0 1168 194 152 65 0 411 47 102 0 1125 105 238 245 4 592 3296 Apprch % 7.1 82. 7 10. 0-0 8711362261 47. 37. 15, O.D 4.2 66 90 5.9 0.0 In Total 17. 40. 41. NW 7 AVE 2 2 0 8 0 2 7 4 D.7 Total % 2.5 29. 3.6 0.0 35.4 5.9 4.6 2.0 0.0 12.5 1.4 30.. 2.0 0.0 34.1 3.2 7.2 7.4 0.1 18.0 AV Out In Total 1414L19 37 1451 x 80 3 83 Right Thru Left Peds t� I L rJ O r) r) N L(J HONG N W w o. N m = North O P w T rmi N N--4 /20/20 08 4:00:0PM 0 i , m/2/2008 Pr N 5:4:000S PM A � T o 0)CARUCTRKS 1�0.o�A O n w ro y O O O F+ Left Thru Right Peds 64 02 066 0Ou k98047 217453 8711362261 In Total NW 7 AVE RICHARD GARCIA & ASSOCIATES, INC. 13117 NW 107 AVE. SUITE N0.4 HIALEAH GARDENS, FL. 33018 PH; 305.595.75051 FAX 305.675.6474 File Name : untitled8 Site Code : 00000028 Start Date : 5/20/2008 Page No : 2 Peak Hour I-rom U4:UU I -'M t0 ub:4b) I'm-'I'eaK I OT I NW 7 AVE NW 14 ST NW 7 AVE NW 14 ST 04:30 PM From North From East From South from West Start Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr I Left I Ped App. Rig Thr Left Ped App. Time ht I u s Total ht u 0 wm� s Total ht u s Total ht u 04.45 s Total Peak Hour I-rom U4:UU I -'M t0 ub:4b) I'm-'I'eaK I OT I 544 31 0 Intersecti 04:30 PM 905. 42. 421 0 Right Thru hru Left 68 Peds +j I 1 4.3 5.2 on 2 7 4 T N wo 9 161 Volume 42 505 68 0 615 112 69 39 0 220 a, 82. 11. o 50. 31. 17. 0 wm� Percent 6.8 1 1 0_D 9 4 7 0.0 04.45 9 153 16 0 178 24 12 16 0 52 Volume Out In Total NW 7 AVE Peak Factor High Int. 04:45 PM 05:15 PM Volume 9 153 16 0 178 25 26 9 0 60' Peak 0.86 0.91 Factor 4 7 26 544 31 0 601 16. 905. 42. 421 0 Right Thru hru Left 68 Peds +j I 1 4.3 5.2 0.0 2 7 4 T N wo 9 161 10 0 180 04:45 PM 9 161 10 0 180 0.83 5 49 123 128 2 302 16. 40, 42. 421 0 Right Thru hru Left 68 Peds +j I 1 0.7 2 7 4 T N wo 13 32 24 0 69 05:15 PM 16 33 42 0 91 0.83 0 Int. Total 1738 479 0.907 NW 7 AVE Out In Total 784 615 1399 421 0 Right Thru hru Left 68 Peds +j I 1 F* r J� I T N wo North N ` /20/2008 4:30:00 PM a, r /2D/2008 5:15:00 PM o O1, N v CARS TRUCKS 0 wm� �1 Left Thru Right Peds 31 544 261 0 593 H65fl 1194 Out In Total NW 7 AVE Int. Total 1738 479 0.907 Richard Garcia & Associates Inc. 13117 NW 107th Ave SUITE #4 Hialeah Gardens, Fl. 33018 PH: 305-595-7505 Fax: 305-675-6474 File Name : NW 10 Ave & NW 14 St Site Code :2 -PM Start Date : 7/24/2008 Page No : 1 05:00 PM 61 NW 10 AVE Southbound 13 11 NW 14 ST Westbound 33 55 NW 10 AVE Northbound 1 99 NW 14 ST Eastbound 16 21 Start Time Right Thru Left I Peds I App.Tdi Right I Thru I Left Peds App,Towi Right I Thru I Left I Peds I App,T.,aj Right I Thru I Left I Peds I A,,Tdcl Inf.Total 04:00 PM 69 57 9 3 138 26 50 19 2 97 9 12 17 0 38 43 51 44 2 140 413 04:15 PM 70 55 9 1 135 27 62 19 2 110 4 18 17 0 39 58 47 38 3 146 430 04:30 PM 69 41 7 9 126 25 57 9 2 93 3 18 20 0 41 81 57 53 3 194 454 04:45 PM 74 46 6 6 132 33 50 16 1 100 10 18 16 0 44 88 67 57 4 216 492 Total 282 199 31 19 531 111 219 63 7 400 26 66 70 0 162 270 222 192 12 696 1789 05:00 PM 61 44 13 11 129 33 55 10 1 99 5 16 21 1 43 61 79 59 4 203 474 05:15 PM 57 62 11 10 140 25 70 12 0 107 0• 21 7 4 32 87 56 54 ' 5 202 481 05:30 PM 56 49 10 11 126 20 41 12 0 73 10 14 7 2 33 84 54 48 4 190 422 05:45 PM 51 46 8 5 110 22 51 9 1 83 4 15 5 0 24 69 52 37 2 160 377 Total 225 201 42 37 505 100 217 43 2 362 T9-6 6 40 7 132 301 241 198 15 755 1754 Grand Total 507 400 73 56 1036 211 436 106 9 762 45 132 110 7 294 571 463 390 27 1451 3543 Apprch % 48.9 38.6 7 5.4 0 0 0 0 27.7 57.2 13.9 1.2 507 400 73 56 15.3 44.9 37.4 2.4 Right Thru Left Peds 39.4 31.9 26.9 1.9 Total % 14.3 11.3 2.1 1.6 29.2 6 12.3 3 0.3 21.5 1.3 3.7 3,1 0.2 8.3 16.1 13.1 11 0.8 41 Cars 507 400 73 56 1036 211 436 106 9 762 45 132 110 7 294 571 463 390 27 1451 3545-- % Cars 100 100 100 .100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 ---o--O [131,711 0 0 0 0 0 0 0 0 0 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Out In Total 733 1036 1769 0 0 0 RT- 733 1036 1769 507 400 73 56 0 0 0 0 507 400 73 56 Right Thru Left Peds v o l foo o 0 0 0 m m��' CQ CO {I A O rt - 0- j j o North I o _ c o oyT H� 7/24/2008 04:00 PM ,PW o 7/24/2008 05:45 PM o Cr m rn E q ti r r LO Cars M '�; rnp 8 N o N 20. o Trucks N N -Np A P N O_ L F+ ht Peds LM1077294 45 7 0 0 45 7 [131,711 Out In Total Richard Garcia & Associates Inc. 13117 NW 107th Ave SUITE #4 Hialeah Gardens, FL 33018 PH: 305-595-7505 Fax: 305-675-6474 File Name Site Code Start Date Page No :NW10Ave &NW 14 St :2 -PM 7/24/2008 :2 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM NW 10 AVE NW 14 ST NW 10 AVE NW 14 ST 126 25 Southbound Westbound Northbound Eastbound 3 Start Time Right Thru Left Peds App, Tom Right Thfu Left Peds App. Right Thru Left Peds A Twat PP• Right Thru Left Peds App. Tata) :,�T].Ial Peak Hour Analvsis 16 From 04:00 PM to n5 . PM _ Paak 1 of 1 492 05:00 PM 61 44 13 11 129 33 55 10 1 99 5 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 69 41 7 9 126 25 57 9 2 93 3 18 20 0 41 81 57 53 3 194 454 04:45 PM 74 46 6 6 132 33 50 16 1 100 10 18 16 0 44 88 67 57 4 216 492 05:00 PM 61 44 13 11 129 33 55 10 1 99 5 16 21 1 43 61 79 59 4 203 474 05:15 PM 57 62 11 10 140 . 25 70 12 0 107 0 21 7 4 32 87 56 54 5 202 481 Total volume 261 193 37 36 .527 116 232 .47 4 399 18 73 64 5 160 317 259 223 16 815 1901 App. Total 49.5 36.6 7 6.8 29.1 58.1 11.8 1 11.2 45.6 40 3.1 38.9 31.8 27.4 2 PHF 1 .882 .778 .712 .818 .941 .879 .829 .734 .500 .932 1 .450 .869 .762 .313 .909 1 .901 .820 .945 .800 .943 .966 NW 10 AVE Out In Total 412 527 939 261 193 37 36 Right Thru Left Peds vQ Peak Hour Data T ;T P-1 rn > North ro p cm 2N r r Peak Hour Begins at 04:30 PM 5-1 � o' ,o-�— � y Cars � N Trucks r� n CD o Left Thru Right Peds 64 73 18 __ 551 557 160F 717 Out In Total Richard Garcia & Associates Inc. 13117 NW 107th Ave SUITE #4 Hialeah Gardens, FL 33018 PH: 305-595-7505 Fax: 305-675-6474 file Name : NW 11 Ave & NW 14 St Site Code :3 -PM Start Date : 7/24/2008 Page No : 1 NW 11 AVE rnn>ea- tars - I rucKs NW 14 ST out In Total 153 687 Q84000 07 Southbound 153 687 Westbound NW 11 AVE 239 0 127 321 NW 14 ST Start Time Right Thru Left Peds App,Tolai Right Thru Left RIhtThru Left Peds Northbound r � / Eastbound 0 0 o N O N �r j� o� 04:00 PM 27 0 7 20 54 14 141 0 Peds gpp;Toal Right Thru Left Peds Apa.rwai Right Thru Left Peds ppp,Taa In.7otal 04:15 PM 27 0 18 46 91 6 157 0 5 160 0 0 0 14 14 0 119 11 7 137 365 04:30 PM 35 0 11 26 72 7 137 0 9 172 0 0 0 7 7 0 130 7 7 144 414 04:45 PM 39 0 27 37 103 13 154 0 6 11 150 178 0 0 0 9 9 0 131 7 7 145 376 Total 128 0 63 129 320 40 589 0 31 6600 0 0 0 8 8 0 130 15 6 151 440 0 0 38 38 0 510 40 27 577 1595 05:00 PM 05:15 PM 23 36 0 0 11 25 54 54 88 115 6 142 0 5 1530 0 0 23 23 0 141 10 11 162 426 05:30 PM 28 0 15 44 87 13 3 156 138 0 0 14 1 183 0 0 0 22 22 0 197 ,17 8 222 542 05:45 PM 24 0 13 40 77 9 133 0 142 0 0 0 9 9 0 143 9 9 161 399 Total 111 0 64 192 367 31 569 0 3 23 145 623 0 0 0 0 8 8 0 147 6 8 161 391 0 0 62 62 1 0 628 42 36 706 1758 GrandTotal 239 0 127 321 687 71 1158 0 54 1283 0 0 0 100 100 0 Apprch % 34.8 0 18.5 46.7 5.5 90.3 0 4.2 1138 82 63 1283 3353 Total % 7.10 3.8 9.6 20.5 2.1 34.5 0 1.8 383 0 0 0 100 0 88.7 6.4 4.9 Cars 239 0 127 321 687 71 —11s8— 0 0 0 3 3 0 33.9 2.4 1.9 38.3 % Cars 1.00 0 100 100 100 100 100 0 100 100 0 0 Trucks 0 0 00 0 0 0 0 0 100 100 -0 100 100 100 100 100 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 —00 0 0 0 0 11 out In Total 153 687 Q84000 07 153 687 239 0 127 321 0 0 0 0 239 0 127 321 RIhtThru Left Peds r � / 0 0 o N O N �r j� o� N N foao North con0Cnn MOM N N r i— L —' o 0 0 7/2412008 04:00 PM 7/2412008 05:45 PM .y —� u cn mom _ a cn N N j L Cars 000 OW ZOM M MOM ° n n Trucks 0 0 0 � N a a(n N P p m +] T r Left Thru Right Peds 0 0 -OT-1 -0-0 0 0 ol 0 0 0 0 100 100 lo100 0 0 100 100 out In Total Richard Garcia & Associates Inc. 13117 NW 107th Ave SUITE #4 Hialeah Gardens, FL 33018 PH: 305-595-7505 Fax: 305-675-6474 File Name Site Code Start Date Page No :NW11Ave &NW 14 St :3 -PM 7/24/2008 :2 Peak Hour for Entire Intersection Beains at 04.45 PM U4:45 PM 05:00 PM 05:15 PM 05:30 PM Total volume %App. Total PHF NW 11 AVE NW 14 ST NW 11 AVE NW 14 ST 103 88 115 87 393 .854 13 6 13 3 35 5.3 .673 Southbound Westbound Northbound Eastbound 0 0 0 0 0 0 .000 Start Time Peak Hour Analvsis I Right I Thru I Left Peds Aaa.rani Frnrn na•nn PRA +„ III -An Right I Thru Left Peds App, Tow one 10—, G, Right Thru Left Peds A aa. rez Right Thru Left Peds App, roiai Int, Total Peak Hour for Entire Intersection Beains at 04.45 PM U4:45 PM 05:00 PM 05:15 PM 05:30 PM Total volume %App. Total PHF 39 23 36 28 126 32,1 ,808 0 0 0 0 0 0 .000 27 11 25 15 78 19.8 .722 37 54 54 44 189 48.1 .875 103 88 115 87 393 .854 13 6 13 3 35 5.3 .673 154 142 156 138 590 89.9 .946 0 0 0 0 0 0 .000 11 5 14 1 31 4.7 .554 178 153 183 142 656 .896 0 0 0 0 0 0 .000 0 0 0 0 0 0 ,000 0 0 0 0 0 0 .000 8 23 22 9 62 100 .674 8 23 22 9 62 .674 1 0 0 0 0 0 0 .000 130 141 197 143 611 87.8 .775 15 10 17 9 51 7.3 .750 6 11 8 9 34 4.9 -.773.784 151 162 222 161 696 440 426 542 399 1807 .833 11 Out In Total 86 393 479 L 1261 01 781 189 2� RI M Thru Lett Peds Peak Hour Data 6 N _ `� Oz O Y North � c o t Peak Hour Begins at 04:45 PM n - � Cars PP O r '0 Trucks o L 4� T F+ Left Thru Right Peds 0 0 0 62 62 62 Out In Total Richard Garcia & Associates Inc. 13117 NW 107th Ave SUITE #4 Hialeah Gardens, fL 33018 PH: 305-595-7505 Fax: 305-675-647F4ile Name : NW 14 ST & NW 12 AVE PM Site Code : 29 -PM Start Date : 5/15/2008 Page No : 1 Start Time 04:00 PM 04:15 PM 04:30 PM 04:45 PM 1 Total 1 Right 52 33 34 28 147 NW 12 AVE Southbound Thru Left Peds 155 29 5 149 13 8 147 17 3 148 10 4 599 69 20 App:T. i 241 203 201 190 835 1 Right 36 37 31 30 134 ..,..r....... -..010- NW 14 ST Westbound Thru Left Peds App, Ta al 99 48 0 183 101 58 0 196 100 53 0 184 99 60 2 191 399 219 2 754 Right 35 28 35 31 129 1u�na NW 12 AVE Northbound Thru Left Peds 176 48 8 155 30 20 168 60 26 149 55 19 648 193 73 App. U111 267 233 289 254 1043 Right 68 34 45 39 186 NW 14 5T Eastbound Thru Left Peds 38 35 0 47 43 1 48 51 0 47 35 5 180 154 6 1411 125 144 126 1 536 1 159 Int832 757 818 761 3168 05:00 PM 34 170 33 6 243 21 107 44 0 172 22 159 44 22 247 53 54 33 4 144 806 05:15 PM 43 152 13 5 213 25 107 64 0 196 33 172 44 5 254 37 36 35 1 109 772 05:30 PM 29 143 12 7 191 30 122 59 0 211 23 171 56 5 255 59 42 31 2 134 791 05:45 PM 22 130 13 2 167 24 101 53 0 178 20 148 14 4 186 41 35 28 0 104 635 Total 128 595 71 20 814 100 437 220 0 757 98 650 158 36 942 190 167 127 7 491 3004 Grand Total Apprch % 1275 16.7 1194 72.4 140 8.5 40 1649 234 836 439 2 1511 227 1298 351 109 1985 376 347 291 13 1027 6172 Total % 4.5 19,3 2.3 2.4 0.6 26.7 15.5 1 3.8 55.3 13.5 29.1 0.1 5 11.4 65.4 17.7 5.5 275 36.6 33.8 28.3 1.3 Right Thru Left Peds Cars 270 1183 f-' I �} 1 ON t7 C9 2 01 q -S J 7.1 0 24.5 3.7 21 5.7 1.8 32.2 6.1 5.6 4.7 0.2 16.6 T- T % Cars Trucks 98.2 5 99.1 11 98.6 100 98.9 97:9 98.9 98.6 100 98.7 97.8 1260 97.1 99.1 100 97.7 99.2 99.1 97.3 100 98.6 98.4 % Trucks 1.8 0.9 2 1.4 0 0 18 1.1 5 2.1 9 1.1 6 1.4 0 0 20 1.3 5 2.2 38 3 0 46 3 3 8 0 14 98 351 1298 227 109 1969 1939 3928 2.9 0.9 0 2.3 0.8 0.9 2.7 0 1.4 1.6 NW 12 Out In Total 1772&'2 51((��1623blIX 270 5 275 Right Thru Left Peds f-' I �} 1 ON t7 C9 2 01 q -S J - 0 North Z ±> o P 5/1512008 04:00 PM i 2 w a' T- T e7 M co 5/15/2008 05:45 PM .� v r WY Cars �� w w ` Oo m r Q. Trucks R N O N W f0 yp F* Left Thru Right Peds 348 1260 222 109. 3 38 5 0 351 1298 227 109 1969 1939 3928 20 46 1 66 2009 1985 3994 Out In Total Richard Garcia & Associates Inc. 13117 NW 107th Ave SUITE #4 Hialeah Gardens, FL 33018 PH: 305-595-7505 Fax: 305-675-6474[1e Name Site Code Start Date Page No NW 14 ST & NW 12 AVE—PM 29 -PM 5/15/2008 2 Peak Hour for Entire Intersection Begins at n4•nn PnA 04:00 PM 04:15 PM 04:30 PM 04:45 PM Total Volume App. Total PHF NW 12 AVE NW 14 ST NW 12 AVE NW 14 ST 241 203 201 190 835 .866 36 37 31 30 134 17.8 .905 Southbound Westbound Northbound Eastbound 35 28 35 31 129 12.4 .921 Start 48 30 60 55 193 18.5 .804 8 20 26 19 73 7 .702 267 233 289 254 1043 .902 68 34 45 39 186 34.7 ,684 38 47 48 47 180 33.6 .938 :1�1.�T.W Time Right Thru Left Peds App,ToW :Rig:h�tLeft Peds App,Tda Right Thru Leff Peds A ,miai :RightE� Left�P,&A,.T-1PP Peak Hour Analvsis From 04'00 PM to 05•i.r, PnA_ P—L, a of 4 h/ Peak Hour for Entire Intersection Begins at n4•nn PnA 04:00 PM 04:15 PM 04:30 PM 04:45 PM Total Volume App. Total PHF 52 33 34 28 147 17.6 .707 155 149 147 148 5%99 71.7 .966 29 13 17 10 69 8.3 .595 5 8 3 4 20 2.4 .625 241 203 201 190 835 .866 36 37 31 30 134 17.8 .905 99 101 100 99 399 52.9 .988 48 58 53 60 219 29 .913 0 0 0 2 2 0.3 .250 183 196 184 191 754 .962 35 28 35 31 129 12.4 .921 176 155 168 149 648 62.1 .920 48 30 60 55 193 18.5 .804 8 20 26 19 73 7 .702 267 233 289 254 1043 .902 68 34 45 39 186 34.7 ,684 38 47 48 47 180 33.6 .938 35 43 51 35 164 30.6 .804 0 1 0 5 6 1.1 .300 141 125 144 126 536 .931 832 757 818 761. 3168 .952 NW 12 AVE Out In Total 946 F 835 1781 1471 5991 691 20 Right Thru Left Peds , h/ Peak Hour Data o4 `m -J i w 0z Norfh — —, Lcn _ Peak Hour Begins at 04:00 PM M y CarsO Trucks rl D T° OL a m N y O ww N +1 T r Left Peds thruRliht 193 29 73 1004 2047 Out In Total Richard Garcia & Associatas,inc. Page 1 13117 NW 107th Ave. Unit No.4 Hialeah Gardens, Florida 33018 Tel. 305.595.7505 / Fax. 305.675.6474 Station ID: 8965 NW 12 AVE SOUTH OF NW 14 ST Start 12 -Aug -08 Time Tue NB SB Total 12:00 AM 28 55 12:15 26 49 83 12:30 18 31 75 12:45 16 27 49 01:00 24 18 43 01:15 15 20 42 01:30 18 21 35 01:45 13 16 39 02:00 17 15 29 02:15 .13 17 32 02:30 11 19 30 02:45 16 16 30 03:00 17 16 32 03:15 17 19 33 03:30 23 20 36 03:45 9 17 43 04:00 26 g 26 04:15 21 25 35 04:30 28 15 46 04:45 40 37 43 05:00 47 40 77 05:15 74 43 87 05:30 141 70 117 05:45 154 76 211 06:00 172 124 230 06:15 346 144 296 06:30 424 174 490 06:45 423 186 598 07:00!483 234 609 07:15 :.'405 213 717 07:30429 306 61$ 07:45 322 326 :: :73b 08:00 390 233 -648 08:15 302 265 623 08:30 356 275 567 08:45 316 244 631 09:00 314 249 560 09:15 401 230 563 09:30 317 208 631 09:45 292 218 525 10:00 314 145 510 10:15 356 261 459 10:30 335 284 617 10:45 269 294 619 11:00 265 ;- • 1':;314 563 11:15 259 ; ,, :• ; •_''.'257 579 11:30 291 304 516 11:45 322 ' 34Z 595 Total 8915 6526 669 Percent 57.7% 42.3% 15441 Peak 06:45 11:00 V016 1740 1222 07:00 7:00 P.H.F. 0.901 0.880 2718 Richard Garcia & Assoclates nc. Page 2 13117 NW 107th Ave. Unit No.4 Hialeah Gardens, Florida 33018 f Tel. 305.595.7505 / Fax. 305.675.6474 Station ID: 8965 NW 12 AVE SOUTH OF NW 14 ST Start 12 -Aug -08 Time Tue NB SB Total 12:00 PM 275 308 12:15 302 333 583 12:30 302 302 635 12:45 252 290 604 01:00 293 301 542 01:15 300 292 594 01:30 283 275 592 01:45 263 268 558 02:00 291 320 531 02:15 303 284 611. 02:30 :297 318 587 02:45 283 319 G16 03:00 255 293 .60602 03:15 259 ::328 548 03:30 258 ;'..;31;2; 587 03:45 247 5 ` 570 04:00 254 ;', 8, 592 04:15 207 . 310 602 04:30 254 326 517 04:45 188 315 580 05:00 275 343 503 05:15 258 341 618 05:30 238 323 599 05:45 223 310 561 06:00 134 257 533 06:15 231 249 391 06:30 212 285 480 06:45 164 206 497 07:00 191 202 370 07:15 138 190 393 07:30 124 266 328 07:45 107 214 390 08:00 116 190 321 08:15 105 161 306 08:30 89 157 266 08:45 93 132 246 09:00 111 129 225 09:15 81 131 240 09:30 81 109 212 09:45 92 76 190 10:00 69 112 168 10:15 74 88 181 10:30 96 84 162 10:45 90 101 180 11:00 57 84 191 11:15 65 81 141 11:30 49 94 146 11:45 34 66 143 -... Total 8963 11168 100 Percent 44.5% 55.5% 20131 Peak 14:00 15:15 Vol. 1174 1333 14:00 P.H.F. 0.969 0.958 2415 0.982 Richard Garcia & ,A ssociates,inc. Page 3 13117 NW 107th Ave. Unit No.4 Hialeah Gardens, Florida 33018 Tel. 305.595.75051 Fax. 305.675.6474 Station ID: 8965 NW 12 AVE SOUTH OF NW 14 ST Start Time 13 -Aug -08 Wed NB SB Total Total. 12:00 AM 49 53 12:15 26 40 102 12:30 24 34 66 12:45 14 26 58 01:00 13 21 40 01:15 15 20 34 01:30 13 22 35 01:45 13 18 35 02:00 18 20 31 02:15 5 14 38 02:30 16 28 19 02:45 19 18 44 03:00 17 12 37 03:15 13 13 29 03:30 18 17 26 03:45 14 16 35 04:00 21 19 30 04:15 19 20 40 04:30 38 19 39 04:45 53 36 57 05:00 73 42 89 05:15 75 46 115 05:30 110 52 121 05:45 116 82 162 06:00 234 115 198 06:15 283 156 349 06:30 180 439 06:45 42'4 183 643 07:00 :;:;.336 221 604 07:15 "::402 210 557 07:30 426 303 612 07:45 319 323 729 08:00 387 230 fit 08:15 299 262 61:7 08:30 353 272 561 08:45 313 241 625 09:00 311 246 554 09:15 398 227 557 09:30 314 205 625 09:45 289 215 519 10:00 311 142 504 10:15 353 258 453 10:30 332 281 611 10:45 266 291 613 11:00 262 :311 557 11:15 .:::: 256 :::;'.::;'.:...;`:: 54 573 11:30 288 - 301 ` 510 11:45 319 589 Total 8727 6459 663 Percent 57.5% 42.5% 15186 Peak 06:30 11:00 Vol. 1622 1210 07:15 P.H.F. 0.876 0.879 2600 0.892 10063 47.7% Richard Garcia & Associates,inc. 13117 NW 107th Ave. Unit NoA Hialeah Gardens, Florida 33018 Tel. 305.595.75051 Fax. 305.675.6474 Page Station ID: 8965 NW 12 AVE SOUTH OF NW 14 ST Start 13 -Aug -08 15:30 16:45 15:15 Time Wed NB SB Total 12:00 PM 300 303 2771 2776 12:15 282 311 603 12:30 316 278 593 12:45 327 308 594 01:00 239 276 635 01:15 269 233 515 01:30 229 284 502 01:45 328 302 513 02:00 263 250 630 02:15 317 311 513 02:30 392 321 628 02:45 378 303 713 03:00 327 326 681 03:15 348 349 653 53 03:30 .372 300 ; 03:45 "J.-:37.1 321 672 04:00 38'6 324 692 04:15 369 313 710 04:30 337 342 682 - _ 04:45 330 >:317 679 05:00 320 . 647 05:15 274: i` ; ; ..::.,; ;347 651 05:30 292 .;` 345 621 05:45 201 267 637 06:00 200 289 468 06:15 192 263 489 06:30 212 243 455 06:45 207 241 455 07:00 150 214 448 07:15 131 231 364 07:30 114 258 362 07:45 108 197 372 08:00 106 179 305 08:15 69 180 285 08:30 85 131 249 08:45 105 115 216 09:00 81 123 220 09:15 67 128 204 09:30 63 106 195 09:45 79 71 169 10:00 79 105 150 10:15 66 101 184 10:30 89 87 167 10:45 86 86 176 11:00 49' 95 172 11:15 65 71 144 11:30 52 .104 136 I I _^ F 156 Total Percent 10063 47.7% 11 52.3% ��+.033 21096 Peak 15:30 16:45 15:15 Vol. 1498 1340 P.H.F. 0.970 0.965 2771 2776 Grand . Total 36668 35186 71854 Percent 51.0% 49.0% ADT ADT 36,282 AADT 36,282 Richard Garcia & Associates,inc. Page 1 13117 NW 107th Ave. Unit No.4 Hialeah Gardens, Florida 33018 Tel. 305.595.7505 / Fax. 305.675.6474 Station ID: 8682 NW 14 ST EAST OF NW 12 AVE Start 12 -Aug -08 Time Tue WB EB Total 12:00 AM 0 8 12:15 18 7 12.30 16 13 2E 12:45 12 9 2c 01:00 7 10 21 21 01:15 14 8 17 01:30 4 7 22 01:45 12 3 11 02:00 4 8 15 02:15 9 6 12 02:30 10 2 15 02:45 9 3 12 03:00 7 3 12 03:15 10 6 10 03:30 10 3 16 03:45 9 5 13 04:00 9 4 14 04:15 8 10 13 04:30 16 9 18 18 04:45 20 14 25 05:00 17 8 34 05:15 29 6 25 05:30 48 18 35 05:45 66 45 66 06:00 67 71 111 06:15 94 79 138 06:30 132 107 173 06:45 133 99 239 07:00 129 104 232 07:15 124 127 233 07:30 142 110 251 07:45 189 124 252 08:00 191 115 313 08:15 :• 205 102 06 3 306 08:30 217 106 07 08:45 2,20' 111 09:00 : ,.:8'31. 110 33.1 09:15 175 117 351 09:30 201 121 292 09:45 184 118 322 10:00 164 :. 130 302 10:15 165 140. 294 10:30 160 305 10:45 157 =`::;.;. r 134' 288 11:00 157 102 291 11:15 166 106 259 11:30 144 109 272 11:45 148 105 253 Total 4269 2890 253 Percent 59.6% 40.4% 7159 Peak 08:15 10:00 Vol. 883 532 08:15 P.H.F. 0.916 0.950 1312 1312 Start 12 -Aug -08 Time Tue WB Richard Garcia & Assoclatcs,lnc. 13117 NW 107th Ave. Unit No.4 Hialeah Gardens, Florida 33018 Tel. 305.595.7505 1 Fax. 305.675.6474' EB Page Station ID: 8682 NW 14 ST EAST OF NW 12 AVE Total 12:00 PM 158 123 12:15 147 137 281 12:30 135 118 284 12:45 174 106 253 01:00 135 125 280 01:15 122 89 260 01:30 146 114 211 01:45 133 97 260 02:00'460 g7 230 02:15 1.52. 69 247 02:30 1.6'8 112 221 02:45:; •: 178 104 280 03:00 138 103 282 03:15 149 100 241 03:30 157 146 249 03:45 130 134 303 04:00 144 122 264 04:15 128 142 266 04:30 137 :: ` : ':;';C55 270 04:45 135 05:00 149 ;`• :222 31.7 05:15 123 05:30 113 148 .303 05:45 120 139 261 06:00 104 113 259 06:15 115 96 217 06:30 138 90 211 06:45 102 71 228 07:00 89 71 173 07:15 106 50 160 07:30 119 45 156 07:45 67 41 164 08:00 64 34 108 08:15 64 31 98 08:30 56 40 95 08.:45 52 21 96 09:00 47 14 73 09:15 34 .23 61 09:30 52 23 57 09:45 42 19 75 10:00 37 15 61 10:15 26 20 52 10:30 64 17 46 10:45 38 27 81 11:00 39 22 65 11:15 42 14 61 11:30 52 13 56 11:45 21 16 65 Total 5001 3980 37 Percent 55.7% 44.3% 8981 Peak 14:00 16:30 Vola 658 739 16:30 P.H.F. 0.924 0.832 1283 0.865 Richard Garcia & Associates,inc. Page 13117 NW 107th Ave. Unit No.4 Hialeah Gardens, Florida 33018 Tel. 305.595.7505 / Fax. 305.675.6474 Station 1D: 8682 NW 14 ST EAST OF NW 12 AVE Start 13 -Aug -08 Time Wed WB EB Total 12:00 AM 15 8 12:15 13 8 23 12:30 21 8 21 12:45 16 11 29 01:00 15 3 27 01:15 10 6 18 01:30 9 11 16 01:45 6 5 20 02:00 6 4 11 02:15 7 6 10 02:30 13 5 13 02:45 11 2 18 03:00 5 9 13 03:15 6 2 14 03:30 5 1 8 03:45 11 6 6 04:00 8 4 17 04:15 6 10 12 04:30 14 10 16 04:45 17 10 24 05:00 17 11 27 05:15 27 14 28 05:30 48 23 41 05:45 68 30 71 06:00 69 45 98 06:15 112 87 114 06:30 142 100 199 06:45 132 124 242 07:00 117 120 256 07:15 154 107 237 07:30 >;: 223 133 261 07:45 204 112 356 08:00 5;225 112 376 08:15 211. 95337 08:30 201 117 306 08:45 213 108 318 09:00 164 125 321 09:15 191 121 289 09:30 168 110 312 09:45 138 :;. ;`'122 278 10:00 165 134 260 10:15 161 ;':.12 299 10:30 148 ;' ;143 293 10:45 172 110 291 11:00 146 111 282 11:15 148 98 257 11:30 148 103 246 11:45 150 127 251 Total 4276 2903 277 Percent 59.9% 40.4% 7179 Peak 07:30 09:45 Vol. 863 531 07:30 P.H.F. 0.959 0.928 1315 0.923 Richard Garcia & Assocla$es,Inc. Page 13117 NW 107th Ave. Unit NoA Hialeah Gardens, Florida 33018 Tel. 305.595.7505 / Fax. 305.675.6474 Station ID: 8682 NW 14 ST EAST OF NW 12 AVE Start 13 -Aug -O8 Time Wed WB EB Total 12:00 PM 155 115 12:15 154 140 270 12:30 184 118 294 12:45 148 122 302 01:00 150 111 270 01:15 120 82 261 01:30 184 92 202 01:45 159 136 276 02:00 146 119 295 02:15 155 123 265 02:30 .162 124 278 02:45 `..:163 132 286 03:00 r x:1145 165 295 03:15 18U 139 310 03:30 148 152 319 03:45 151 149 300 04:00 163 140 300 04:15 153 181 303 04:30 145 ;:i93. 334 04:45 142 159 33:8 05:00 112. 197 301 05:15 147. ;309 05:30 109 151 362 05:45 110 133 260 06:00 107 119 243 06:15 106 98 226 06:30 146 94 204 06:45 117 85 240 07:00 78 46 202 07:15 112 59 124 07:30 97 59 171 07:45 67 46 156 08:00 61 41 113 08:15 78 23 102 08:30 44 27 101 08:45 60 21 71 09:00 44 29 81 09:15 52 23 73 09:30 53 24 75 09:45 37 23 77 10:00 45 22 60 10:15 34 17 67 10:30 52 26 51 10:45 44 25 78 11:00 41 11 69 11:15 36 16 52 11:30 55 8 52 11:45 21 17 63 Total 5172 4347 38 Percent 54.3% 45.7% 9519 Peak 14:30 16:30 Vol. 650 764 16:30 P.H.F. 0.903 0.888 1310 Grand 0.905 Total 18718 14120 Percent 57.0% 43.0% 32838 ADT ADT 9,450 AADT 9,450 CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Appendix E: Committed Developments & Programmed Improvements 270 Richard Garcia & Associates, Inc. TABLE: A4 Civica Medical Center MUSP Committed Developments Link ROADWAY DIR Project Name Total Committed Traffic Person Trip Volume @ 1.4 PPV Mass Transit in Person -Trip @ 14.9% NAME AT UM Florida UM Medical Wagner's The Urban Interdiciplinary Jenny Wagner Place Club LaboratoryDepartment Staff Parking Tower Square quare Building of Health Garage 1 1 2 3 4 5 6 7 8 9 10 11 12 1 NW 12th Avenue South of NW 14th Street NB 0 0 0 0 0 0 0 0 0 0 SB 0 0 0 0 0 0 0 0 0 0 LINK 0 0 0 0 0 0 0 0 0 0 2 NW 14th Street East of NW 12th Avenue EB 0 0 0 0 0 0 0 0 0 0 WB 0 0 0 0 0 0 0 0 0 0 LINK 0 0 0 0 0 0 0 0 1 0 0 )tes: 1 Roadway Name Roadway Name 2 Direction Direction 3-9 From Traffic Studies on From Traffic Studies on File at the City of Miami (see attached) 10 Total committed traffic e Total committed traffic assigned to analyzed roadways. 11 Person trips assigned tc Person trips assigned to Transportation Condor. 12 Transit trips assigned tc Transit trips assigned to Transportation Corridor. TABLE: A4 -1 Civica Medical Center MUSP Committed Developments V >?n� Folio No. Name; TypecfPerinit "'Address ,; ' ', °Descri tion Net Area 1 01-3135-065-0030 UM Interdisciplinary Laboratory Building 2006-0136 1501 NW 10th Avenue Medical offices and research ALLAPATTAH 2 01-3135-024-0030 Wagner's Place Class II 1511 NW 13 Court Residential ALLAPATTAH 3 01-3135-010-0420 Urban Club, The Exempt 1444 NW 14 Avenue Residential ALLAPATTAH 4 01-3135-000-0165 Florida Department of Health 1350 NW 14th Street Medical Lab & Clinic ALLAPATTAH 5 01-3135-060-0010 UM Medical Staff Parking Garage 1453 NW 9th Avenue Parking Garage and Chiller Plant built on existing surface parking lot ALLAPATTAH 6 01-3135-010-0030 Jenny Tower Exempt 1524 NW 14th Avenue Residential ALLAPATTAH 7 01-3135-059-0020 Wagner Square Exempt 1700 NW 14 Avenue Mixed Use: residential & retail (Affordable Housing) ALLAPATTAH CITY OF MIAMI: home I City dirprt'niv I niiv nfRrimle I .,....,,a.. , _..__.._ This Web site is best viewed using Internet Explorer version 5.0 or higher with a resolution of 1024 x 768. Copyright © 2005, City of Miami, Information Technology Department http://gis.miamigov.com/RedDBGIS 50/Ma-oForms/wfrrnRedl,P, T�- h=R00 7/93/9,0OR Iwr' rg PT. City of Miami - Capital Improvements and Transportation Page 1 of 2 En Espanol I Text - Only I home I city directory i city officials I city organizations I commission agendas I employment I events I search CAPITAL IMPROVEMENTS ABOUT US Find a ]fir®,feet FIND A PROJECT District 'I CAPITAL PLAN Projects Under Construction BOND OVERSIGHT BOARD To learn more about a specific project, click on the symbol in the map or legend: PROCUREMENT OPPORTUNITIES TRANSPORTATION �� � INITIATIVES Ir' a a tixE z CONTACT US r` SEARCH CITY OF MIAMI X31.i� J �;• c� I.?.•�_.,.•.5.i^...,}�..�- .www, c'i. .u.ylieTi—. _d.� �d., ,,,•�;--:{,.. .I". s: http://www.miamigov.com/capitalImprovements/pages/ProjectInformation/Distriet1.asp 8/8/2008 MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM PRIMARY STATE HIGHWAYS AND INTERMODAL HIGHWAYS MPO ProjectLen Num. Facility/Project Name 9 th (miles) From/Location To/Location Type of Work Project Cost ($000s) Prior Years Cost ($OOOs) Agency Project Num. Detailed Project Description DT4206691 SR 93/1-75 FROM 5.442 PD&E/EMO STUDY Activity /Phase Funding Source Proposed Funding (n $OOOs) 2008- 2009 2009- 2010 2010- 2011 2011- 2012 2012- 2013 4206691 PDE DIH 50 50 0 0 0 DT2496401 SR 933/NW 12 AVENUE 0.7054546 REPLACE MOVABLE SPAN BRIDGE Activity Funding/Phase Source Proposed Funding (n $OOOs) OVER MIAMI RIVER BR.# 870662 1. Replace existing bascule bridge and approaches. 2. Raise the profile to 30 feet in the center of the bridge. 3. Widen bridge from 4 lanes to 6 lanes. 4. Provide 6 foot shoulders.5. Provide 6 foot sidewalk. Milling and resurfacing of the RDway. 7. New lighting and signalization.mLetting will be June 22, 2005. Actual construction will start one 2008- 2009 2009- 2010 2010- 2011 2011- 2012 2012 - 2013 INC BNBR 3,600 0 0 0 0 DT2496402 SR 933/NW 12 AVENUE 0.705 LANDSCAPING Activify /PhasE Funding Source Proposed Funding (n $OOOs) NW 7 STREET NW 16 STREET 2496402 2008- 2009- 2009 2010 2010- 2011 2011- 2012 2012- 2013 CST DS j 0 318 0 00 CST DIH 0 2 0 0 0 DT4146431 SR 933/SW/NW 12 AVE. 11.34q RESURFACING 25 Activity /PhasE Funding Source Proposed Funding (in $OOOs) SW 13TH STREET NW 7TH STREET 2008- 2009 2009- 2010 2010- 2011 2011- 2012 2012- 2013 4146431 INC XA 480 0 0 0 0 FY2009-2013 TIP- ApprovedMay 22,2008 Section A 1- Page 67 of 139 CIVICA MEDICAL CENTER MUSP Appendix Fs Transit Richard Garcia & Associates, Inc. TRAFFIC IMPACT STUDY 28a CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Appendix G. Corridor Analysis (Person Trip) �9 Richard Garcia & Associates, Inc. TABLE: A5 Civica Medical Center MUSP PM PEAK HOUR VOLUMES Notes: 1 Roadway Name 2 Location of Count 3 Source of Data: RGA=Richard Garcia & Associates, Inc. 4 Beginning of data count 5 Ending of data count 6 Peak Seasonal Correction Factor obtained from 2007 Florida Traffic Information CD, Miami -Dade North Category 8700 7 Axle Correction Factor obtained from 2007 Florida Traffic Information CD 8 Link Direction 9, 10 Raw Data 11 Average of Count 12 Seasonally Adjusted PM Peak Hour Calculation=Average*SF ACF Richard Garcia and Associates, Inc. 2008 E Link ROADWAY 0 in 2 LL N o 0PM 2 o U a.. u_ Q DIR Peak Hour PM PEAK HOUR AVERAGE VOLUME NAME AT Tuesday Wednesday stiri Con'dltlon Seasonail Ad usted5- Exl 9.. (, Y �.rvK_, ,M�u._� k,, F 3 4 5 6 7 8 9 10 11 12 2. 2 1 NW 12th Avenue South of NW 14th Street C9 co 0 N o oco co r o' -SB o NB 1174 1498 1336 1,322 1333 1340 1337 1,323 co 00 LINK 2507 1 2838 2673 2,645 2 NW 14th Street East of NW 12th Avenue C9 o c14 co M r 00o_ 0 o EB 739 764 752 744 WB 658 650 654 647 00 00 LINK 1397 1414 1406 1,391 Notes: 1 Roadway Name 2 Location of Count 3 Source of Data: RGA=Richard Garcia & Associates, Inc. 4 Beginning of data count 5 Ending of data count 6 Peak Seasonal Correction Factor obtained from 2007 Florida Traffic Information CD, Miami -Dade North Category 8700 7 Axle Correction Factor obtained from 2007 Florida Traffic Information CD 8 Link Direction 9, 10 Raw Data 11 Average of Count 12 Seasonally Adjusted PM Peak Hour Calculation=Average*SF ACF Richard Garcia and Associates, Inc. 2008 TABLE: A6 Civica Medical Center MUSP PERSON TRIP VOLUME AND CAPACITY ANALYSIS TABLE (ONE-WAY ANALYSIS) ROADWAY MODE ROADWAY MIAMI ADOPTED DIR LOS CORRIDOR TYPE ROADWAY VEHICULAR CAPACITY PERSON- TRIP ROADWAY CAPACITY VEHICULAR @ 1.6 PPV VOLUME PERSON- TRIP VOLUME @ 1.4 PPV EXCESS PERSON TRIP CAPACITY ROADWAY PERSON TRIP FROM TO V/C LOS 5 7 5 { EX1571NG CONDITION Seasona I =.Atl usted' � t y �. NW 12th Ave SR 836 NW 20 ST NB E 21 -D -Class II 1800 2880 1322 1851 1029 0.64 C NW 20 ST SR 836 SB E 21 -D -Class II 1800 2880 1323 1852 1028 0.64 C NW 14th St NW 7 AVE NW 14 AVE EB E 21 -D -Non State 1720 2752 744 1041 1711 0.38 C NW 14 AVE NW 7 AVE WB E 21 -D -Non State 1720 2752 647 906 1846 0.33 C ITHBACK:GROt1ND7RAFFIC 201.1 ..v r,.tn. ,.7v.a .u�!R.• .; .• n. .,-, c:.,' +.. ., n... � , .,.,.-,.. .4 C„ ,.... ,r.l�� ..k» . y _,.<,1. rat NW 12th Ave SR 836 NW 20 ST N6 E 21 -D -Class II 1800 2880 1389 1944 936 0.67 C NW 20 ST SR 836 SB E 21 -D -Class II 1800 2880 1389 1945 935 0.68 C NW 14th St NW 7 AVE NW 14 AVE EB E 21 -D -Non State 1720 2752 781 1093 1659 0.40 C NW 14 AVE NW 7 AVEI WB E 21 -D -Non State 1720 2752 680 952 1800 0.35 C .. ... �A�ITH. I GROUND &.CO:MM TIED TRAFFIC yw:. ,- _'_r_.<,.>f r..: ._,.. _. ✓, ..a. ,x «._.,., .,. �', .,n �.::... ,». .1 i. .,: .:..•.. .,.-..,..:..alis.s .. 4'.,..u..-.. ... �..e u1.h,,L.:s'a... 3v7d::afsL„r.;4:i,. t' _ _ac v'�d.:.:..t/'_ u.rl }G,� ti.,>1 _::,,.'. .d, .:#;-.x'...... t". NW 12th Ave SR 836 NW 20 ST NB E 21 -D -Class II 1800 2880 1389 1944 936 0.67 C NW 20 ST SR 836 SB E 21 -D -Class II 1800 2880 1389 1945 935 0.68 C NW 14th St NW 7 AVE NW 14 AVE EB E 21 -D -Non State 1720 2752 781 1093 1659 0.40 C NW 14 AVE NW 7 AVE WB E 21 -D -Non State 1720! 2752 680 952 1800 0.35 C T.. B CKGRO ND..&,C.O.MMITTED TRAFFIC 111(ITH,PROJEC ANQ, A . U { . . a;:.:�.1..e. x..4�n,.1. i, .e_..:, i..l,l...,. i .....«.::. nt , ..Y.}i .....„.:u". .u�.,' ., B.x.,.+it.. ..e.:✓. a. tir.w.,..i'ki, :....:.n ..,S,.k+i.:.:c:,u:L .,.:. :.,�.�w3 ,n.�vw,..x , z -INS, a, ..?,vS,.. .:Y ,.wi .. I. ..A rv,�,,, x.t,ti':.. .v.l _ NW 12th Ave SR 836 NW 20 ST NB E 21 -D -Class If 1800 2880 1490 2085 795 0.72 C NW 20 ST SR 836 SB E 21 -D -Class II 1800 2880 1487 2082 798 0.72 C NW 14th St NW 7 AVE NW 14 AVE EB E 21 -D -Non State 1720 2752 1161 1625 1127 0.59 C NW 14 AVE NW 7 AVEI WB E 21 -D -Non State 1720 2752 1075 1505 1 1247 1 0.55 1 C TABLE : A7 Civica Medical Center MUSP Intersection Existing PM Peak Hour (2008) Proposed PM Peak Hour (2011) Delay LOS Delay LOS NW 14th St & NW 7th Ave 18.6 B *24.4 C NW 14th St & NW 10th Ave 29.3 C 28.6 C NW 14th St & NW 11th Ave 10.8 B *24.7 C NW 14th St & NW 12th Ave 36.3 D *38.3 D Notes: * Optimized intersection. CIVICA MEDICAL CENTER MUSP TRAFFIC IMPACT STUDY Appendix H: Intersection & Driveway 30 a Richard Garcia & Associates, Inc. Civica Medical Center MUSP Existing PM Peak Hour w w w> Q Q Q o zz -113 r— 8118 �,!o, y CD -<-70 F70 NW CO LO 8135 N o � N 6' M F237 49 i� Y L F403 -<-602 � * $k • < x-48 — 221 A _129-0 -7227-*T �s T A NW 14 ST 124-)- m' N 14 ST 166' RTA N W 14 ST 52�,. 623 N W 14 ST�n Ir w �o i- 49- w 182- L M w > < 188- CO > Q o T z z z HCM Signalized Intersection Capacity Analysis Existing PM Peak Hour 1: NW 14 ST & NW 7 AVE Civica Medical Center MUSP Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 0 4 0 4' Lane Util, Factor 1.00 1.00 1,00 1.00 0.95 1.00 0.95 0 91 �,1 Oft Flt Protected 0.98 0,95 .. ,. 1.00 ,. 0.95 1.00 0.95 1.00 Std Flow;(prot)W;<.. 178..r,.,770 1690 1770 3515 1�Q.,`3499... Flt Permitted 0.66 0.50 ,, 1.00 0.40 1.00 0.38 . 1.00 atc( flow (peftn) 19Z X35 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Ad) E)o,(Kh ° 3 560. 4 .? .,. RTOR Reduction (vph) 0 .1612d 8 0 0 67 0 0 �,..._ 3 0 . 0 6 0 Lane Group Ffow (.vph), ,, , 0tl 32 . ° 0 43„3 0 , 3 ., < " 629: , ..0 : 7.6 Turn Type Perm Perm Perm Perm F Pioecehases.: Permitted Phases 2 6 8 4 Ae(uated Grpe G (s) 26:9 26 9 2M6 9 55 55 551 551 x.. Effective Green, g (s) 26.9 26.9 26.9 551 551 551 551 ActuatedC afro: 030 03Q O&30 01. 061 061 061 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0. 4.0 4.0 Vehicle Exkensio�n, (s) 3 0 ;3 0 3 0 3 Q 3 0 3 0 :WNW, Lane Grp Cap (vph) 358 279 505 451 2152 437 2142 vls Ratio Perm c0.27 0.05 0.05 0.11 Uniform Delay, d1 30.3 23.2 24.0 71 8.2 7.6 8.2 P91re1sioan Factor_J A 00 Incremental Delay, d2 25.4 0.3 0.3 0.3 0.9 0.3 Defy Cs)5 23 4 24 3 '0.3 7 4. 8 6. 8 4. 8 5¢ Level of Service E C C A A A A Approach belay Approach LOS E C A A HCM Average Control Delay 18.6 HCM Level of Service B ECI volume to Ca'acity ratio a .£; _ . Actuated Cycle Lengtyh (s)zaIoi 90.0 Sum of lost time (s) 8.0 fsection GapacltU1�It� 60 4% :. IGU euel of Se�1ce" ' nte� B , 5 „ Analysis Period (min) 15 Timings Existing PM Peak Hour 1: NW 14 ST & NW 7 AVE Civica Medical Center MUSP Detector Plase 2 2 F,t.E -6 6 8 8 4 4, �� .a�� ')�f �.t �'}.,�fy &. _,�� i_, r�^,-• ,`�,...4i.`�C�-�rc a- K'.,. .. } 3a�' �,j � t Y Switch Phase �08 _�, Inmu)nri{ial (s� 4 Q a4,:0 4 0 4 0 Minimum Split (s) 20.5 20.5 20.5 20.5 4 0 20.5 46 4 .. 4 20.5 20.5 20.5 •._._ To)R)�(S).5 Total Split (%) 36.7% 36.7% 36.7% 36.7% 63#3% . 63.3% 7 0 . ` 5 4..-. 63.3% 63.3% 4 . ::40" ._.40. 40 40 40 All -Red Times 00 00 00 00 l o'st Tte Adjusf (s) 0 0 3�x 0 0V00 0 0 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 00 00 0 0 0 0 4.0 4.0 00 0.0 Q 0 0 0 4.0 4.0 s. Lead Lag Optimize? Reca) ode None fo(t-e Nose None C MaxC fax C -(flax C Max T Act Effct Green (s) 26.9 26.9 v/c Ratio 0.91 0.15 26.9 0.35 551 0.08 551 r 0.29 551 551 0.17 0.28 Queue Delay 0.0 0.0 0.0 0.0 `8 5 0.0 8 9 0.0 0 0 LOS E C B A A A A Approach LOS E B A A - �r�{ersc'�o[1 Cycle Length 90 ,, Offset 70 (78%), Referenced to phase 4 SBTL and 8:NBTL, Start of Green Naual Cycle 45 $s` ti .. Control Type Actuated Coordinated Ma ximu n cRaiio0 �1 _ _ w ... ... .._. ...x :k F. .w ,. 51' i Intersection Signal Delay 18.5 Intersection LOS B iifersec(ion Capacytiiization 60 4 /o ICU KZZ Analysis Period (min)15 Splits and Phases: 1: NW 14 ST & NW 7 AVE m2 04 •�C.1S �' "L' 7'.,-f f'��I �.. ...'Nx}nb�h,�w� ": A r �� .a�� ')�f �.t �'}.,�fy &. _,�� i_, r�^,-• ,`�,...4i.`�C�-�rc a- K'.,. .. } 3a�' �,j � t Y 06 �08 _�, HCM Signalized Intersection Capacity Analysis Existing PM Peak Hour 2: NW 14 ST & NW 10 AVE Civica Medical Center MUSP Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost fame (s) 4 0# 4 4 0 4 0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frf y 100 0 92 1,00 0:9500 0 97 1 00 00 P 85 Flt Protected 0;95 ... 1.00 0.95 1.00 . 0.95 1.00 0.95 1.00 „0 1.00 Satd a+ (prot) 770 t 327 . 177 3362 ,., 1770 ., 1807 1770 863 'A 15$3. -IF Fit Permitted 0.48 1.00 0.40 1.00 0.25 1.00 0.60 1.00 1.00 Satd Flowperj) , 899; , 3247 . , X48 3362. .. 463 „107 124-' 863`;' , 1583 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 AdJo111 �w (p} 234 272 333 9n 244 , (22 67 iz76 19 39 . 2Q3 ` 274 RTOR Reduction (vph) 0 136 0 0 41 0 0 6 0 0 0 237 Lade Grob FIo1(uph) 234' 469 „ .:0 49 , 325 0, Turn Type pm+pt pm+pt pm+pt pm+pt Perm Protected Phases 5 ? 1 6 3 8 7 Jb .,... ,.,a.. ,... Permitted Phases 2 6 8 4 4 Aciaed Green, G (s) 851 76.5 77 8 72 2 23 3 22 7 16 8'(6 $ Effective Green, g (s) 841 77.5 75.8 73.2 21.3 181 20.7 17.8 17.8 Ae afed g(C patio 0 63 0 8 657 0655 016 014 016 0 3 ` 013 Clearance Time (s) 3,0 5.0 3.0 5.0 3 0 5.0 3.0 5.0 5.0 Ueli�cle Exeslo (s) 3 0 3 Q3 0 ;3 0 3 0 3 03 0,}' ,3 Oz 3 0 Lane Grp Cap (vph) 627 1893 462 1852 125 246 199 250 212 �(s jai oProf c0 02 014 010 v/s Ratio Perm c0,21 0.06 0.06 0.02 0.02 00'.18 017 Uniform Delay, d1 10.6 13.5 12.7 14.8 49.2 52.2 48.4 55.9 51.0 Proession Factor 1,0"0 100 00 1 00 „1 00,00 00 1 X00 1 00 Incremental Delay, d2 0,4 0.3 0.1 0.2 4.4 0.9 0.5 17.9 0.4 7.3 3514 Level of Service B B B B D D D E D Apr'oach pe1.aY.(s)' 314 Approach LOS B B D E M171 Fr.- HCM Average Control Delay 29.3 HCM Level of Service C wVolume to Capacity rano 0 44 Actuated Cycle Length (s) 132.9 Sum of lost time (s) 23.8 lnter5ectroh Cap�iy Utllizforja 502% (C�1 Analysis Period (min) 15 a'fL; 3�a Timings Existing PM Peak Hour 2: NW 14 ST & NW 10 AVE Civica Medical Center MUSP Turn Type pm+pt pm+pt Actaed Cycle Ler9ht'1316 pm+pt �+ -{"# .3 eve} t' r ' ', 4fisrt '�, pm+pt Perm to7 , . Natural Cycle; 80 Controi Sfni Act Ucoord 4 Permitted Phases 2 ype 6 8 Maximum v/c Ratio; 0.81 4 4 4 Switch Phase Minimum Initial (s) _x „" 0 40 510 4 0 4 0 4 0 4 0 4 0 4 0 Minimum Split (s) 8.0 21,0 8,0 21.0 8.0 21.0 8.0 21.0 21.0 19.0 7o4tal Sp�t (s) 13 0q. 6 0 13;0 76 0 1;1,0 23 0 11 0 23 0 23 0 X17 0 g' Total Split (%) 9.3% 54.3% 9.3% 54,3% 7.9% 16.4% 7.9% 16.4% 16,4% 12% YeI(low T` e s1 30 4 0 3 01 0� 30 � 0 3 0 All -Red Time (s) 0.0 1,0 0.0 1.0 0.0 1.0 ....: w:.i f.. 0.0 1.0 1.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 40 4 0 4.0 4.0 4.0 4,0 LeadLg Lead Lang Lea (ag Lea La. Lead %a... Lag s , , Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode tone Niax None (fax io£e gone[oe doneoe Act Effct Green (s) 84.5 77.5 78.1 72.5 25.7 18.1 24.8 17.8 17.8 A°ctta'�tet� IC Ratio 0 0 5�9 0.59 0:55 0` 19 �01 018 014 014: :' v/c Ratio �6r4 0,37 0.30 0.10 0,19 0,44 0.37 0.17 0.81 0.61 , ,, Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total �? �3 0� _5 11:3 12 4 54 0 54 25 3 80 0 12 3 LOS B A B B D D D E B Ap r'oacl� Dela 9aI 12 3 '4 ,.... ,. 1.4 Approach LOS A ... B , D D Cycle Length; 140 " o2 <�%" o4 Actaed Cycle Ler9ht'1316 �+ -{"# .3 eve} t' r ' ', 4fisrt '�, .r �.-� , .4 .� � '�O"grgs ,o5 o6 to7 , . Natural Cycle; 80 Controi Sfni Act Ucoord 4 ype Maximum v/c Ratio; 0.81 Intersection Capacity Utilization 50.2% ICU Level of Service A Splits and Phases: 2; NW 14 ST & NW 10 AVE 01 " o2 <�%" o4 09 �+ -{"# .3 eve} t' r ' ', 4fisrt '�, .r �.-� , .4 .� � '�O"grgs ,o5 o6 to7 ©8., HCM Signalized Intersection Capacity Analysis Existing PM Peak Hour 3: NW 14 ST & NW 11 AVE Civica Medical Center MUSP Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost fide (s} 4 Clearance Time (s) 3.0 751 5.0 5.0 '43 Lane Util, Factor 1.00 0.95 0.95 1.00 1.00 Frt 0 135 t Lame G�oitp Fov�i (upjt) 6:3 Fit Protected 0.95 1.00 1.00 0.95 1.00 Prot 0 420 _ Flt Permitted 0.95 1.00 1.00 0.95 1,00 Peak -hour factor, PHF 0,83 0.83 0.83 0.83 0.83 0.83 Clearance Time (s) 3.0 751 5.0 5.0 '43 9z6 155. RTOR Reduction (vph) X63„ 0 0 .725 3 0 0 135 t Lame G�oitp Fov�i (upjt) 6:3 . 7 vis Ratio Perm 0,01 Turn Type Prot 0 420 _ Perm ro(ecte� Phases . 5 2 6. ' ... Permitted Phases Incremental Delay, d2 36.4 0.2 0.4 1.2 0.2 Delay 8 4 Effective Green, g (s) 3.8 64.7 56.9 10.8 NNW OIC W; W 0 77 x ,0-6�8 '10.8 013 0 3 Clearance Time (s) 3.0 6.0 6.0 5.0 5.0 Vehicle 30 Lane Grp Cap (vph) 81 2742 2391 229 205 %s Rafio Prot u' ;,- c0 04 0 21 c0 22 " c0 0 vis Ratio Perm 0,01 v%c Rano 0 78 `027 0 32 0 420 _ Uniform Delay, d1 39.4 2.7 5.4 33.5 321 Progre sio Facoi' 00 00 Incremental Delay, d2 36.4 0.2 0.4 1.2 0.2 Delay 8 '23. 8 3d 7 32 (s},, 75 " Level of Service E A A C C ApPSgchP@�a' NO, Approach LOS A A C Zi et5eco rS mma� HCM Average Control Delay 10.8 HCM Level of Service B 0 cjv lur e to Capao[tY ratio 5' 6 ;, .. , Actuated Cycle Length (s) 83.5 Sum of lost time (s) 12.0 litelsecklori l)ilzat[on 35 6'°Io 1C1 Le�1ei of Service ;s 1-' Capac[ty 3... "A!6 „ .. - ......T ,.,_ ..c._. Analysis Period (min) 15 Timings Existing PM Peak Hour 3: NW'14 ST & NW 11 AVE Civica Medical Center MUSP _0 - Turn Type Prot Perm Permitted Phases 4 Detector Pase 5 2 6 4 4 Switch Phase 4 Det 4. ..e 4 0 4 �.. . ., Minimum Split (s) 8 0 22.0 22.0 21.0 21.0 otal Split (s) r'; 9 0x68 D 59 0 32 0 32 0 -T€ Total Split (%) 9.0% 68,0% 59.0% 32.0% 32.0% Yeor Te (s). 3 0 4 D 40 4 .. ., ..... ..a All -Red Times) 0.0 2.0 2.0 1.0 1.0 Lost Time A�l�t (s) fi 0 2 0 X2:0 t 1 0 _ ., Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead Lag Optimize? Yes Yes Recd( lode ,. None ; Max Act Effct Green (s) 5.0 641 57.0 10.8 10.8 Actaled g1C Ratio'y y AIM 0 77 0:69 0:13 Q' 13 g v/c Ratio 0.60 0.27 0.32 0.420.45 Con o Die 64 0 3:2 6`2 a_ 3�8�6 10 d .. Queue Delay 0.0 0.0 0.0 0.0 0.0 otal Delay .. w.. 6 0 3 2 6 2 38 6 fi'0 d LOS E A A D B Approach LOS A A C e .rup r � Cycle Length 100 a r ActuateCycleLenh . 2_.... Natural Cycle 55 L Cbrfro Type Seml;ci Urcoor Maximum v/c Ratio: 0.60 Signal pelaY.,,9 0 Ak aatersectto ,,...., .nerseconQS Intersection Capacity Utilization 35 6% ICU Level of Service A An�l!sis Period n)15 ... -5• �-k .. v. . ... . . Splits and Phases: 3: NW 14 ST & NW 11 AVE -I"' o2 A o4 (r'G Xk�s.r -z aiit�_r e s �erF. o5- o6 }�k -S HCM Signalized Intersection Capacity Analysis Existing PM Peak Hour 4: NW 14 ST & NW 12 AVE Civica Medical Center MUSP Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 of Lostt e s h :,.(s 40, 4 0 40 4 0 40 40 4d 40- 40 . Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.91 F OQ 1 QQ 0 85 .., �..00 0;:96 100. 00 0 85 1 QO ° 0 97 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Safd Flowpot) _ $ ,1770 ; fi 863 583 770 3406 r' 17704935 ;bi tt h Flt Permitted ...:.. 0.16 k 1.00 y 1.00 0.39 .. 1.00 0,28 1.00 1,00 0.37 1.00 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 A > WWI ' (75 0 55; 0 52 .0 .. RTOR Reduction (vph) 0 0 159 0 24 0 0 0 59 0 27 0 Lae,Group Foi,(upf�)75 3 b`= 192 39 233 52 - 0 205 6,88. r 7$ '. 74;' - .766: Lane Grp Cap (vph) 192 Turn Type pm+pt 265 664 Perm pm+pt 907 pm+pt FIs Ratio Poi 0,0 01;0 Perm pm+pt c0 04 019 0 01 016.: vls Ratio Perm 0.16 0.02 0.15 c0,25 0.05 0.09 v(c (?atio 0 91 Permitted Phases 4 0 6 4 8 50.6 2 48.5 53.9 2 6 13.4 14.9 18.7 Effective Green, g (s) 35.3 27.3 27.3 35.3 27.3 88.7 80.2 80.2 77.0 73.5 g/C Rano ' 0 25 0 2D 20. 0 25 0'20 0 63 0 57 : 0 57 0 55; 0 52 .0 Clearance Time (s) 3.0 6.0 6.0 3.0 6.0 4,0 5.0 5 0 3.0 Ye)aJcle Exte soon 3; Q 3,0, 3.0 3 0 3 0 3 0 3 b`= _'.5.0 3 0: N _(s) .-. Lane Grp Cap (vph) 192 363 309 265 664 442 2027 907 418 2591 FIs Ratio Poi 0,0 01;0 0:07 c016 c0 04 019 0 01 016.: vls Ratio Perm 0.16 0.02 0.15 c0,25 0.05 0.09 v(c (?atio 0 91 0 53 0 - 2 Oa 88 0' 82 0 6 0 3,4 0 09 „ 018. 0 30 Uniform Delay, d1 45.5 50.6 46.5 48.5 53.9 11.5 15 9 13.4 14.9 18.7 Progress do Fcfof s 1 00 00 100. 10 1 00 1 00� 00 100 < 10'0: X00 M Incremental Delay, d2 40.8 1.4 0.2 26.4 7.7 0.8 0.5 0.2 0.2 0.3 DelaY(s) 863 749 fr61 6 Level of Service F .5?0 D M46' ,..£ D E E B B B B B A0,10 chi DgelaY (s)'.. 6�0 8 65 5 X51 X18 T_z Approach LOS E E ,. B . . B x �§ lntesec4Stim�y ,.f..,-.,�..3. �.,.a,..��.. r �.._v. �. �,.a d,�� HCM Average Control Delay 36.3 HCM Level of Service D NCM Volume to 090-0 y At 0 57 Actuated Cycle Length (s) r 140.0 Sum of lost time (s) 12.0 Iti`fersecjot Caaojt Ufilizat�on " 63 8% (<CUeue -- .. - Analysis Period (min) 15 Timings Existing PM Peak Hour 4: NW 14 ST & NW 12 AVE Civica Medical Center MUSP -11 -t 4-- I" # Turn Type pm+pt o4 Perm pm+pt pm+pt 06 07 Perm pm+pt s 'Kt5a:4 wiz I '34a�i. ., _<� .. T;. .. -;F rogc1g P(ises 7 5? 6 Permitted Phases 4 4 8 2 2 6 :.:. tector Phase ` a` _J 4 3 8 2, 5 2 ? Switch Phase ...4 fniynln�,tial(s} 40, 40 40 > g40�0 40 40° 40 3 40 4q0 34 Minimum Split (s) 8.5 22.0 22.0 8.0 22.0 8.5 21.0 21.0 8.0 .s 21.0 Total Split (s) Q 33 0 330 15 0 33 0 0 70 0 70 0 22 0 70 0 Total Split (%) 10.7% 23.6% 23.6% 47% < 23.6% r2 15.7% 50.0% 50.0% 15.7% 50.0% Yeloi"e's 3Q 40 0 30 40 40 40 40 300 All Red Time (s) 0.0 2.0 2.0 0.0 2.0 0.0 1.0 1.0 0.0 1.0 Lost Time Adaiist (s) 1 0 0 2 0 1 0 2 0 0 0 X00 1 Z0 `,.I 0'.' Total Lost Time (s) 4.0 .....2 4.0 4.0 4 04 0 4.0 4.0 4.0 4.0 . 4.0 Leatl�L�geae Lag Lang Lead Lag Lead Lang L Lead Lag " t Lead Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes O. - Moe ; No e More I�loge None or%e Node C -Max C Max Nome Cax M ..:. .,. , Act Effct Green (s) .., 38,3 27.3 27.3 a ... 38.3 27.3 89.7 , 80.7 80.7 801 ,5. 73.4 5� 0 5 02 't v/c Ratio 0,88 0.53 0.42 0.83 0.82 0.46 0.34 0.14 0.17 0.30 617.. fi=4.1. 17 ; Queue Delay 00 00 00 06 06 06 00 00 . .,1 00 00 e ° i 78155.9 $,8 66 17 LOS E E A E E B B A B B 7.7' Approach LOS D E B B Splits and Phases: 4: NW 14 ST & NW 12 AVE 01 lake 02 03 o4 `}}'{ +„'.13- :i(U � ;�F�.,�-n?�f%i 1 05 06 07 V 08 .Z �J .� # a, -L1:., a- ..:c„ �a ,: s 'Kt5a:4 wiz I '34a�i. ., _<� .. T;. .. -;F Civica Medical Center MUSP Proposed PM Peak Hour LU LU ti Q o z z z z LO o Z 8124 F111NW1 C LO8222 CO oN � E 327 , r41 CO *583 i *632 L. : r50 y r 308 : NW 14 ST 269 co - °r° 14 ST 174-0 R T r NW 14 ST 55 ' V if N W 14 ST 571- ti 128.1 U-3 r-- CO 740->-C', > 234- o COw 340,k w 197, CO Q < Z N z z HCM Signalized Intersection Capacity Analysis Proposed PM Peak Hour 1: NW 14 ST & NW 7 AVE *Optimized Civica Medical Center MUSP Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost dime (S) ; . 40 4 0 Lane Util, Factor 1.00 1,00 1,00 1.00 0.95 1.00 0:95 Fit Protected 0.98 0.95 1.00 0.95 1.00 0.95 1.00 Satdlo°(pot) 1.�9 1770 1718 .,.. .. X770 3514 1770;`.. 3481 Flt Permitted 0.74 0.40 1.00 0.27 1.00 0.27 1.00 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0,91 0.91 0.91 0.91 0.91 0.91 Actuated Cycle Length (s) 0.0 Sum of lost time 5 .11 , 922 13 _... . 58. , 634 , 31,.. 7 RTOR Reduction (vph) 0 12 0 0 32 0 0 4 0 0 10 0 an Grottp Flou.(vp)", e .... 0, 6,6"9 ` . ,.. 0 . 45?1 ..:: ,. 0 . 5,8.. 669 . , 0 79, 65".2 ,...' Turn Type Perm Perm Perm Perm Prdeced Pflases 2 6 8 4 Permitted Phases " 2 6 8 4 Aeivated Green, G'(s) 50 2 50 2 0 2 31 8 31 8 31 8 31 8 r 'w Effective Green, g (s) t 50.2 50.2 50.2 31.8 31.8 31.8 31,8 AcZ ed gIC.aft�56 0:.. ��,3'; Clearance Time (s) 4,0 4.0 4.0 4.0 4,0 4 0 4.0 Vehicle Extens�on,(s), 30 3,q ,30 30 30 30,' 3 Q` Lane Grp Cap (vph) 750 413 958 181 1242 179 1230 vls Ratio Perm c0.49 0.06 0.11 0,16 ulc Matto" tr x„ 0 88 44 '- 0 53`" Uniform Delay, d1 17.3 9.4 101 21.2 23.2 22.3 23,2 Proessioi Faeo)' 1 00 R 1:00 00 00 00, 1 00 1 00 'x Incremental Delay, d2 11.8 01 01 4.6 1.6 7.7 1.6 De1�y Vis), 29 9 5 10 Level of Service C A B C C C C Approach Bela (s) ,,,., 4 . ? t 101 24 Approach LOS C B C C HCM Average Control Delay 24.4 HCM Level of Service C Cap�acltY rfio Void"video .. A,., iw Actuated Cycle Length (s) 0.0 Sum of lost time 8.0 I yterseclio a C ac'i Ufihzaiion 81.1 % )CEJ t eve(of Sefvtce D Analysis Period (min) 15 Timings Proposed PM Peak Hour 1: NW 14 ST & NW 7 AVE *Optimized Civica Medical Center MUSP ` --+ .4-- #� Turn Type Perm Perm ' 06 Perm Perm x; Offset: 70 (78%°), Referenced to phase 4:SBTL and 8:NBTL, Start of Green Nratural Cycle 55 . Control Type: Actuated -Coordinated Permitted Phases 2 6 8 4 D'e`tecfoi phase .. `72 Intersection Signal Delay: 25.4 Intersection LOS: C 4 S r Switch Phase "un 6f, of Service Analysis Period (min)15 Minimum (rjitial (s) 4D, 46 4 .... Minimum Split (s) 20.5 20.5 20.5 20.5 20.5 20.5 20,5 20.5 58 08 0 58 0 58 0 32 0 0 3`2 0 ......32 Total Split (%) 64.4% 64.4% 64.4% 64,4% 35.6% 35.6% 35.6% 35.6% '4 All -Red Time (s) 0,0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 LMANMN (sF) 31"6. 0 0 . . Total Lost Time (s) 4.0 4,0 4.0 4.0 4.0 4,0 4.0 4.0 a9... .,... _... Lead -Lag Optimize? 'N" - Milo C -Max C Max Act Effct Green (s) 50,2 50.2 50.2 31.8 .104x 31.8 31.8 31.8 Ached g(C Rano 0 56 0.56 0:56 0 35 0 35 0 35 0 35 u.. v/c Ratio 0.88 0.11 0.26 0.32 0.53 0.44 0,53 Control Delay 31( 8?. 7... 30.. ?6 0 34 Queue Delay 0,0 0.0 0.0 .. 0.0 . 0.0 0.0 .'..2 .. . 0.0 71 30 ( 260... LOS C A A C C C C Approach LOS C A C C Cycle Length: 90 o4 ' 06 08 x; Offset: 70 (78%°), Referenced to phase 4:SBTL and 8:NBTL, Start of Green Nratural Cycle 55 . Control Type: Actuated -Coordinated 'i Intersection Signal Delay: 25.4 Intersection LOS: C Intersect oh Capacfy Ukiliza#ion` 8 1,°I� f s "un 6f, of Service Analysis Period (min)15 Splits and Phases: 1: NW 14 ST & NW 7 AVE " o2 o4 ' 06 08 HCM Signalized Intersection Capacity Analysis Proposed PM Peak Hour 1: NW 14 ST & NW 7 AVE Civica Medical Center MUSP --* *-- - ""i"`" ``41 Lane Configurations 0.98 HCM Level of Service 0.95 1.00 0.95 1.00 0.95 1.00 Sats F�ow Prot „,. -' 41 111 1270 1j18 72. 536 6 Ideal Flow (vphpl) 1900 1900 1900 1,900 1900 1900 1900 1900 1900 1900 1900 1900 Tot1 Losf limes) 40 1.00 S'atd Flo (pei):- z 1,1.�4 . 4 0� `_ 4 0 Lane Util. Factor .� 1.00 1.00 1,00 1.00 _.. ... 0.95 1.00 0.95 Fit Protected 0.98 HCM Level of Service 0.95 1.00 0.95 1.00 0.95 1.00 Sats F�ow Prot „,. -' 1779 1270 1j18 1 70 3514 177s0 381 Fit Permitted 0.62 0.36 1.00 0.36 1.00 0.36 1.00 S'atd Flo (pei):- z 1,1.�4 . 6,75 1;718 677 6,74 3481 Peak -hour factor, PHF 0.91 0,91 0,91 0,91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 2,.. ?'36 96 � RTOR Reduction (vph) , . 0 11 , .4 0 0 43 0 0 4 0 0 11 0 ne,�rou Flow (vph) :'... 0 ;662 Turn Type Perm Perm Perm Perm 4 Permitted Phases 2 6 8 4 Aciaed Green, G'(s) , ;; 29 0 0; 29 0 29 0 53 0 53 0 x 53 0 5£3 0 d afa....., ," ,.. Effective Green, g (s) 29.0 �.. � 29.0 29.0 53.0 53.0 53.0 q 53.0 Ac(uatetl g/C patio „ 0 32 0:32 0 320 59 0 59 0 59 0 59 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 362 218 554 399 2069 397 2050 V%s patio Prot.. 12 . c019 019 A Ratio Perm c0.59 0.07 0.09 0.12 Uniform Delay, d1 30.5 22.1 23.6 8,3 9,4 8.6 9,4 Incremental Delay, d2 383,8 0.5 0,4 0.8 0.4 1.1 0.4 i Level of Service k41 F C C A A A A ?proch W(S) Approach LOS F C A A� HCM Average Control Delay 123.3 HCM Level of Service F E, Actuated Cycle Length (s) 90.0 Sum of lost time (s) 8.0 UtiliziQn tterseciloh Capacity Analysis Period (min) 15 q Cr�cla G'oup Timings Proposed PM Peak Hour 1: NW 14 ST & NW 7 AVE Civica Medical Center MUSP --N. .4-- t Detector Phase Switch Phase o4 y Minimum Split (s) 20.5 20.5 20.5 20.5 20.5 20.5 46" 20.5 4 20.5 06 Tota( Spil'Q4-"-' a a, , .,.. , Total Split (%) Mello Tle (s) ... All -Red Time (s) Lost Tre'Acjust (s) Total Lost Time (s) 33 0 33x0 ¢ 33 0 33 0 36.7% 36,7% 36.7% 36.7% 40 40 4 0vo.x 0.0 0.0 00 00 0 0 0 0 0 0 0 0 4.0 4.0 4,0 4.0 57 0 5 0 57 63.3% 63.3% 63.3% 63.3% . ..... .... 0 ....... 00 00 00 00 0 0 0 0 0 0 0 0 4.0 4 0 4.0 4.0 < ,<.... .. ., .... Leatl�Lag ` = P ` gY .� 2 v.+S 's_ .; Lead Lag Optimize? :S Recall oe `Node None Norteo�e C -fax CMax C �ax G Max Act Effct Green (s) Ac(u ated IC Rat o 29,0 0:32 29.0 0.32 29.0 Q 32 53.0 . 0 59; 53,0 �0� 59 53.0 53.0 vlc Ratio 1.80 0.21 0.42 0,15 0.32 0.20 0,32 Colirol Qea Queue Delay Total De(ay LOS 396:2 0,0 3'9f2 F 25 3Y 20 3 1g0 2 0.0 0.0 0.0 0.0 0.0 25 3. 20 3 ....' 9? ..,.' 9 8 10,2 C C A A B 9`5 0.0 9 5 A g Approach LOS F C A A Splits and Phases: 1: NW 14 ST & NW 7 AVE 4o2 o4 y 06 08 S hw 3 - 5 ° ,f _,� „ 1-�<''"s.`��T4, _..,:'� Y f _. I,d" i= �`3 X'd`'+K'.._ ti 5 n a .3..Y _t,e r�,m ,z. �z _ a Jam_. �'.« � ._'�r� � r��e P ` gY .� 2 v.+S 's_ .; HCM Signalized Intersection Capacity Analysis Proposed PM Peak Hour 2: NW 14 ST & NW 10 AVE Civica Medical Center MUSP Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ¢,�.� 400' Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Fri 0`0 0.9 I00 0 96 Flt Protected 0.95 1.00 0.95 1,00 0.95 1.00 0.95 1.00 1.00 f(ow(Prot) 1770 3341... (770 3393 1770 807 '; 177: 863 158:3' .: Flt Permitted 0.42 1,00 0,25 1.00 0.24 1.00 0.59 1.00 1.00 Satd Flow; (perm) 790" , 334 07. 1094: 18E3, 4583< Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 71 RTOR Reduction (vph) 0 54 0 0 26 0 0 6 0 0 0 250 Lane GC,op4 Flog (.p,f�) 52 , :- 43.9 0 - ; 71: 9 0. 4�. 213; , r 39 Turn Type pm+pt pm+pt pm+pt pm+ t Perm Permitted Phases 2 6 8 4 4 Aetuaed Gertz G'(s) 85-:. _.. 76=4 ...7 9 722 7 " 175 17.72 Effective Green, g (s) 84.1 77.4 75.9 73.2 21,7 18.5 21.1 18.2 18.2 cUatedC Ratio ` 0 63 0 58 0;5 0 016 04 06? 014:: 014 Clearance Time (s) 3.0 5,0 3.0 5.0 3.0 5.0 3.0 5,0 5.0 Lane Grp Cap (vph) 564 1940 310 1863 125 251 198 254 216 u/s Ratio Piot c0 Q3c0 27 -- . 0:01 013 c0 02 0 05 QO 0011; vls Ratio Perm 0,25 0.09 0.07 0.03 0.02 plcRa((o, 044 0;;6 0'24 057 037 021' 018: Uniform Delay, d1 11.0 16.0 „Ofi.7 " 13,4 15.6 49.2 52.1 48.4 „08�= 56.1 51.0 Incremental Delay, d2 0.5 0.8 0.3 0.3 5,8 0.9 0.5 20.8 0.4 15,9 55 0 53 48 Level of Service B B B B E D D E D Approach wDe1aY,(s'. .. , .. 15,7 1 6 .. , . 53 Approach LOS B B D E HCM Average Control Delay 28.6 HCM Level of Service C 006ep Capacitj! raio v .. 0"52 Actuated Cycle Lenqth (s) 133.3 Sum of lost time (s) 23.8 Analysis Period (min) 15 Timings Proposed PM Peak Hour 2: NW 14 ST & NW 10 AVE Civica Medical Center MUSP Turn Tye pm+pt pm+pt r ' o4 09 pm+pt pm+pt Perm � 06 ?�tec�te� Phases a. , 5 2 6 3 MJil�u'A� !e`>° �17171 . Permitted Phases 2 6 8 4 4\ Detector Phase5 2 e> 6 . ... 8 ' 7 . 4 Switch Phase nlfdli{a-.s.'' 40 40 50 0 40 40 40 0: 50 Minimum Split (s) 8.0 21,0 8,0 21.0 8,0 21.0 8.0 21.0 21.0 .;:' 19,0 TotI Slit (s) 13 0 760 13 0 760„ 1 0 23 0 1 0 230 '" 23 0; Total Split (%) 9.3% 5 54.3% 9.3% 54.3% „ 7.9% 16.4% 7.9% 16.4% 16.4% 12%° YellowTe(s) g.. 3 40 3 40 ;:30 30"- 400 20 i Mf.w ,, ,. All -Red Time (s) ,rs 0.0 ,x �.d.. x .ra _ 1,0 0.0 1:0 0.0 .d 1,0 0.0 1.0 1.0 0.0 Lost Tine Ada�ist (s) 1 0 (0 1 0 r 0 0 1 0 10 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 - 4.0 - ,k 4.0 4.0 4.0 Le�tl/Lai eadag L;ea" "" Lag Lead Lag read Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes fecal Moe None Nax None Mex o,eone None Noe Noe tt .,..;... Act Effct Green (s) 84.4 77.4 78,2 72.5 26.0 18.5 25,2 18.2 18.2 Ave u ted. `IC Rano 0 64 0 59 Q,58 0;55 Q9 01... 0> 9� 0� d 0` 14 v/c Ratio 0,43 0.4.7 0.16 0.25 0.47 0.39 0.17 0.83 0.62 54 7 6 82 5 12 3 Queue Delay 0.0 0,7 0.0 0.0 0,0 0,0 0.0 0.0 0.0 LOS B B B B E D D F B 42 3 Approach LOS B B D D Cycle Length: 140 Aciva(ed Cycle Leb", K 13 Natural Cycle; 80 Cpo t Ty. Sem�ct�aan�o� sol Maximum v/c Ratio: 0.83 . ... ..`... lntesecion Sgnl Delay 24 w intersection LOSS 'C Intersection Capacity Utilization 58.9% ICU Level of Service B Anal,�s"is Period (m�n)15 pp �� Splits and Phases; 2; NW 14 ST & NW 10 AVE t o1 10 " o2 o3 r ' o4 09 < 05 � 06 o7..+} oe 1=J- _ ..'' 7.6 MJil�u'A� !e`>° �17171 HCM Signalized Intersection Capacity Analysis Proposed PM Peak Hour 3: NW 14 ST & NW 11 AVE_* Optimized Civica Medical Center MUSP Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 0.83 0,83 4`a0 4 0 4 0 4 0 4 0` 4 0 4 0 .0 Lane Util. Factor .. 1.00 0.95 0.95 0.95 0.91 .... 0.95 1.00 3 1,00 0 36 160 0 0 Fit Protected 0.95 1.00 1.00 0.95 0.98 1.00 0.95 c0 2�5c015 1.00 Satd Flow (prot) .:: A . w 1770 r 3539 3510. ,.. „ ., 168 f .1532 .. 1504 1770.; Split 1583'. Fit Permitted 0.95 1.00 1.00 0.95 0.98 1.00 0.95 4,4'" Om 10 1.00 Peak -hour factor, PHF 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0,83 0.83 0.83 0,83 0.83 A�1 Fiow �vph) 0 3. 013 Clearance Time (s) 3,0 6,0 6.0 4.0 4.0 ; RTOR Reduction (yTh) 0 0 0 0 3 0 0 36 160 0 0 142 Lanfi� Groep �loy� (up(i) 66 8'92 0 0 ' 8i5'3 0 . 255 2 0 c0 2�5c015 90 Q 211 Turn Type Prot c0 06 < a vls Ratio Perm Split Perm Prot custom Protected yPases .., 5 2 24 4,4'" Om 10 , ¢ . r6�6 : ,0 Permitted Phases Uniform Delay, d1 40.3 13,2 19,6 32.8 32.3 29.3 8 34.3 Professioaco 1.00 100 4 Effective Green, g (s) 5.9 47.0 37.1 18.6 18,6 18.6 11.4 11.4 Acuated gCG Rto0 Q7 0 53 0 42 0 2) 0 20 21 0 3. 013 Clearance Time (s) 3,0 6,0 6.0 4.0 4.0 4.0 5.0 5.0 Vehic)e Extejson Vis,)00 3, Lane Grp Cap (vph) 117 1869 1463 351 320 314 227 203 �%s Ratio Po 0 04 P,i,�ze, a, c0 2�5c015 014 c0 06 < a vls Ratio Perm 0.05 0.01 vac Ratio 0� 56 08 0 55 0 73 0 24 4,4'" Om 10 , ¢ . r6�6 : ,0 O Uniform Delay, d1 40.3 13,2 19,6 32.8 32.3 29.3 35.9 34.3 Professioaco 1.00 100 00 _ 00" 1 00 00 100 T OiJ �.rs ..... Incremental Delay, d2 6.1 0.9 1.5 7.3 4.8 0.4 1.4 0.2 Delay (s) A§.4- , . i41 ' .. 2 ( 40 37 0 : 29 7 37 3 34 5 Level of Service D B C D D C , D C Approach LOS B C D D .s i,� 4. .-s ,.. -� h a,_,p? , „,z�..s'z-`%la'::. �hF c - _.� .-a�� iiia_.. .,E,-. :.• HCM Average Control Delay 24.7 HCM Level of Service C HCKY Caa acct ratio 0.58 Actuated Cycle Length (s) 89.0 Sum of lost time (s) 16.0 Inersc fan Capacity l�(Ilizaio _.. 50.4°Q CU I , A . .. .,, .... Analysis Period (min) 15 c Cnticai Lane Group ° = , �.`.. r .. .. , Timings Proposed PM Peak Hour 3: NW 14 ST & NW 11 AVE_* Optimized Civica Medical Center MUSP Tot Spf (s) 13;0 50:0 37 0 29 0 2�9 0 29 0 All Total Split(%) 13.0% 50,0% 37.0% 29,0% 29.0% 29.0% 2.1,0% 21.0% Yellow i e s 3.b0 4�, 40 35 35 35 40.. 40 All -Red Time (s) 0.0 2,0 2.0 0.5 0.5 0,5 1.0 1.0 �os1 Time A�fust (s) 1.0 20 2 0 a 0 0 0 0 0. 0` ( 0 - Total Lost Time (s) 4.0 4.0 4,0 4.0 „ 4.0 4.0 4.0 4.0 Lead -Lag Optimize? Yes Yes �eca)�Bode F Nor�e flax Mix None None NbrJe o�� None Act Effct Green (s) 7.3 46.4 37.1 18.6 18.6 18.6 11.4 11.4 /cuated g�C Ra to 0 08 0.52 0.42 4:21„ 0;2 0 ? 0 13 013 - v/c Ratio 0,46 0.48 0.55 „ 0.72 0.69 0.49 0,44 , 0.47 Co tro] Dela 51 7 X5:9 23 8 45 0 36 6 Queue Delay 0,0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 LOS D B C D D B D B ..._ X31 Approach LOS B C C Cycle Length: 100 Ac tfated Cycle Lerigfh 88 6 Natural Cycle: 75 NOTY Maximum v/c Ratio: 0.72 Intersectio, S1gpa� D ay 23 8 f�tersec(ion WC Intersection Capacity Utilization 50.4% ICU Level of Service A Splits and Phases: 3: NW 14 ST & NW 11 AVE o2 o4 o$ �� .t`,rv£✓",°',ro �}-,' :_ � a., RIP, . '.# Sz � d .�l',,,.. f£G , r., c?�. 3_ ! D , r��.s.:��.�.=:� 3.. �.,-, rT� : � �i7 . � .it�.::� ,s3" ,'�£s;'u��1111.7s e5 06 { J7' Queues Proposed PM Peak Hour 3: NW 14 ST & NW 11 AVE_* Optimized Civica Medical Center MUSP LaneGroti ` x�� aNO Lane Group Flow (vph) 66 255 246 234 101 163 Control Delay 51.7 15.9 23,8 45.0 36.6 10.5 43.1 11.0 elaY... Total Delay 51,7 15,9 23.8 45.0 36.6 10.5 43.1 11.0 Caeue Length 50 (ft) 36 160 a84 13�$ X13 14 53 0 „r Queue Length 95th (ft) 77 235 264 214 189 64 99 44 Intgri�al Lick Drst O 7Q1 446 Turn Bay Length (ft) 120 Base CaPpY, (P) 178.., 175 44539 547 , 3221 < „ Starvation Cap Reductn 0 0 0 0 0 0 0 0 S`'i1 ck O"A pi, Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced c dao 0 3;8 0'.48 0:55 0;57 0 56 '0 43` 0 31 0 39 -%-•.2 .� .AT,xc -„ .Y. ... , , _ ; 7kr A _ .. > - � .. ., X, S .h f .i, , . , . ,.. - A w`.'sy. "�Ry '`s (�r`�-�1�.5 f,�^^%4�ry- R "-fir"'!.. '^�',I�'$"'- PF�kTj. �'3.+,3 z .➢�i�` ,P .''i i:%�a""�u ��y`K^^ j Irjte s�c�o► Summary � � a E ��, � .r ,- � ��-��� $ ;i '.( _ �� ,...-�:� HCM Signalized Intersection Capacity Analysis Proposed PM Peak Hour 4: NW 14 ST & NW 12 AVE *Optimized Civica Medical Center MUSP Lane Confiaurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Actuated Cycle Length (s) 140 0 Sum of lost time (s) 8.0 InEersect�on C 3°I° Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 1 ., .00 0.91 15 1.00...:.6 ..;, Fit Protected 0,95 1.00 1,00 0,95 1.00 0.95 1.00 1.00 0.95 1.00 Said Flow(PT99t). ,170 1$63 1583`:.?76 ... 1583 1770; 4935 Flt Permitted 0.13 1.00 1.00 0.31 1.00 0.22 1.00 1.00 0.30 . 1.00 Sd Flog(peCt),`r X43 1t363 18 6$Qf . 33;.. 412 3`53,9; f83 5�9 493$' , Peak -hour factor, PHF 0,95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0,95 0.95 0.95 'J" RTOR Reduction (v h) 0 0 157 0 30 0 0 0 95 0 26 0 Ys N s Lame, Grot)p F -,.o... (V' .h). �83, 246. ; . 50 324 818 ,Ox {. 216 723'.: Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Pofe'ctetl Phases.. ... 3. Permitted Phases 4 4 8 2 2 6 Actin T. 31;6 31:6 58 3 39 O 70 7 58 6 58 6 60.4.' F 51 3 §rs k Effective Green, g (s) 45,9 33.6 33,6 57.3 r 41.0 , 70.7 59.6 , 59.6 58,4 52,3 Actuated SIC Rto 0 33 Q 0 24 0 24 0'4 Q 290 M03 0 43 0 42 0 37' Clearance Time (s) . 3.0 6.0 6.0 3.0 ,.. 6.0 4.0 5.0 5.0 3.0 5.0 bile Exens�on (s) 3e 0 3 #0, 3 Lane Grp Cap(vph) 247 447 380 430 994 357 1507 674 303 1844 vols Rafio Pio 0 08 di. c0.12 eQ 24 „ c0 07 0 20 .xb ., . 0 02 016 . vls Ratio Perm 0.16 0,03 0.19 c0,24 0.04 0.12 74 0 55 6"E 33. Uniform Delay, d1 37.4 46.6 .r 41.7 31.3 46.1 21.3 29.0 24.2 25,6 32;8 I?ro�ess�on Fackof 1 0$0 1 g0 'lk (#00 100 1_°,0 00 1 00 00 10 ` 1 001152 "W Incremental Delay, d2 11.3 1.5 0.2 7.3 5.6 2.9 1.1 0.3 0.6 0.8 Delay a(s) 48, z E 41 24 2 301 24 5 26 3 33 6 Level of Service D D D D D C C C C C Approach LOS D D .;.. C C HCM Average Control Delay 38.3 HCM Level of Service D HCM glue to Cpacij! ratio . , , .. .. 0 Actuated Cycle Length (s) 140 0 Sum of lost time (s) 8.0 InEersect�on C 3°I° ICU leve of Service .,z., Analysis Period (min) 15 Timings Proposed PM Peak Hour 4: NW 14 ST & NW 12 AVE *Optimized Civica Medical Center MUSP p .;s�.., s.�,��E... � ��� , I:,i]� � , +-!! 4;��t, .5�..... zY,r; - Ys��.d��„:✓';���.4 �e� sy�.,�'�'1;� �'.,-s�Sr,� �7A�...`r,.`�i � Tx.�$"���5..,�!a",�_ a: Lane Configurations ' 8.0 r ' tT '� t r ) W+ 21.0 Tdta�Spl(s) 2040 410 320 490 F=260 �4Q 540 Turn Type pm+pt 17.1% Perm pm+pt 22.9% pm+pt Perm pm+pt 38.6% 38.6% 9.3% 29 3% Yellow Time (s) " c 3.0 40 Permitted Phases 4 4 8 2 2 6 DeteetorPhase 20 20 00 20 00 ., 10 10 Switch Phase Minimum Split (s) 8,5 22.0 22.0 8.0 22.0 8.5 21.0 21.0 8.0 21.0 Tdta�Spl(s) 2040 410 320 490 F=260 �4Q 540 X30 410=.. Total Split (%) 17.1% 29,3% 29.3% 22.9% 35,0% 18.6% 38.6% 38.6% 9.3% 29 3% Yellow Time (s) " c 3.0 40 ' 4 All -Red Time (s) 00 20 20 00 20 00 ., 10 10 00 10 Lost Tie'As (ha) 1 0 20 41k Total Lost Time (s) 4,0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 L'ad L Lewd La La Lead Lag e� a 'k a Le La p.ag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes ,.9 . Yes Re$ca�l Moe Ione done1o�e ►oe None None C Max C Max None C Max Act Effct Green (s) x., 49.0 33.6 33.6 60.3 41.0 w.x, ., 71.7 r 59.5 59.5 _..., 60.4 52.3 ctuafed g/Ctaflo Oy 43 0 3 v F v/c Ratio 0.72 0.55 0.38 0.73 0.83 0.60 0.48 0.22 0.32 0.45 Co%trobelay.., ... 46 9 51:0 7 2 37 51 28` t 32 " Queue Delay 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0,0 Tq(De Y.. 9 �.... 510 7 2 37 5� 4 28 j 32 9 234` 343.`; LOS D ,..., D A D D C C ...: A C C Approach LOS �� p5 a"'h/�t '�''S5' L Trn-�a ��xy " til S C S�j'� a�t 43 4,4 :�t'E? -, ,�" �a».,a:ir% KxS',.s. -r .z,.3.o.:... e f w.t. ix?> s a. Cycle Length: 140 8ct aied 't?"Re `(e Ifff 140 fT . Offset: 7 (5%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Control Type: Actuated -Coordinated Maximum vac Ra)lo 0 83 ' 3 � �` Intersection Signal Delay: 36.2 Intersection LOS: D 05 lntesegh Capaefiy U£iltzafion 73 3°0 �CU Level of Seruicg D 06 Analysis Period (min)15 Splits and Phases: 4: NW 14 ST & NW 12 AVE 01 02 03 o4 e i yS`fi' k�Y,'R F 05 06 07 08 ;,A = HCM Signalized Intersection Capacity Analysis Proposed PM Peak Hour 4: NW 14 ST & NW 12 AVE Civica Medical Center MUSP _.* --I. -,4r Ir *-- 'I_ t Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Sum of lost time (s) 4 4v.., 73„3% ICU Level o S,eruice15 Lane Util, Factor 1.00 1.00 1.00 1.00 0,95 1,00 0.95 1.00 1.00 0.91 F.rt41100 1 00 0; 85 1O9 0 96 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Said Flow(prot}. 1770 18£63x$3 1776 3393 F X770 = 3539_ X583: 1770; 4935: Fit Permitted 0.15 1.00 1.00 0.29 1.00 0.26 1.00 1,00 0.33 1.00 4903 3`539 . _ 15$3: .622 ` 45- Peak -hour factor, PHF 0,95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0,95 0.95 AdI Flow (vph) � 18,3 246 207 32„� 614 .234 � 216, '�6�5 ;: 100 �6fi6�8 � 16 , RTOR Reduction �vph) 0 0 _ - 164 0 29 0 0 ,723 0 75 0 „ 28 0 Lane Geo Flow (dip), '< 24m6 43 324 8 �9 Q 216- 723 9.1 100 < : ,..-183 , . Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Prp�ected Phases 7 �� , � :' Permitted Phases 4 4 8 2 2 6 Actuated Green, G (s} 39; 0 2� 0 27 0 3;9 Q7 0 87 0 75 4 Effective Green, g (s) 37.0 29.0 29,0 37.0 29.0 87.0 76.4 76.4 76.8 71.2 cu`afd 1C Ratio ; 0 26 0 2 0 2 0:26 0 21 0 62 0 55 0 55 0 55 0 51 Clearance Time (s) 3.0 6.0 3.0 6.0 4.0 5.0 5.0 3 0 5,0 ° Ra'0 Ueh�cleEx�t1sQ11-O 3- .0 30 30 30 3.f.... , .30 �.. ti,.. ,:30 �, Lane Grp Cap(vph) 192 386 328 239 703 423 1931 864 404 2510 {staf�o Prot 0 07 01`3 c01 0 24 _ c0� 05 0 20 0 01:': 016: 1 A Ratio Perm 0.18 0.03 c0,25 c0,27 0.06 0.12 uc �afio '. 0 95 0 4 Og3 1':36 17 0 51 - ; 0 37 010 0 25 Uniform Delay, d1 66.3 507 45.2 491 55.5 12.5 18.2 15.3 15.4 20.2 Proressoi Factor: 100 1 40 00 100 00 1 OQ 00 00 1;Oo; fr. Incremental Delay, d2 Incremental 51.2 3.4 0.2 :. . 184.9 89.5 1.0 0.6 0.2 0.3 0.3 Delay (S)723.40156-57_: F2Q5` Level of Service F D D F F B B B B . C Approach LOS E F B C HCM Average Control Delay 73.0 HCM Level of Service E HGM arte oCpacity ra(io Actuated Cycle Length (s) 140.0 Sum of lost time (s) 12.0 fr}tersectton Capacity U11�zaion 73„3% ICU Level o S,eruice15 Analysis Period (min) 15 Timings Proposed PM Peak Hour 4: NW 14 ST & NW 12 AVE Civica Medical Center MUSP Turn Type pm+pt 29,0 Perm pm+pt 29.0 pm+pt 76.4 Perm pm+pt AetuatedC Radio: 029 0'.21 0 63 S �R,, IT =1 i3 $ - � Sad r �3v�w�;'� Permitted Phases 4 0.92 4 8 1.29 2 0.51 2 6 .. . DeiectorPhase 5 7 3 931 32 5 15 19 fi 5 12 2 19 5 . Queue Delay : 0.0 . _.. Switch Phase .. 0.0 0.0 0.0 0.0 0.0 0.0 85. 59'2 ..,. _E Nin i(S) 0 4 0 4 0 4'0 4 0 ':,_-,",4,b 4 0, A F F Minimum Split (s) 8.5 22.0 22.0 8.0 22.0 8.5 21.0 21.08.0 21.0 To.sp�_S) 1,?0. a3,0.. F . Total Split (%) ..33:0 10.7% 23.6% Is��'y1 1✓�,� P 'S � ���._ Ey"`ns'� rT� K +7,✓ "�5 `U9'�'�'�- �"e""'3`._�' � Z`4'T } � to .F. -e rSUNNI 3 23.6% ..1b rp 10.7% 23.6% 15.7% 50.0% 50,0% 15.7% 50.0% xw h ,�'�f3'x€!'rX'.e'Sar'�.f.?'a. 4 0 4 0 <� 4o< :' All -Red Time (s) 0,0 2.02.0 0.0 2.0 . 0.0 1.0 ..,. 1.0 0.0 1.0 Lost Time Adausfs) 1;0 Z 0 Total Lost Time (s) 4.0 X2;0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Le c%L !. Lead Lag Lai Lea Lag dad LaO Lag„ Lead .3..a9 Lead-Lag Optimize? �,, Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Act Effct Green (s) 40.0 29,0 29.0 40.0 29.0 87,9 76.4 76,4 78.8 71.2 AetuatedC Radio: 029 0'.21 0 63 S �R,, IT =1 i3 $ - � Sad r �3v�w�;'� v/c Ratio 0.92 0.64 0.42 1.29 1.16 0.51 0.37 0,18 0.24 0,33 C`otro=e�aY c 8559 ? K $ 6 931 32 5 15 19 fi n` 7 12 2 19 5 . Queue Delay 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 85. 59'2 8 6 1931 132 5 2 7 LOS F E A F F B B A B B A'Rpf�ach Delay, >... 50f3 149 2 15 9 18 7 _ Approach LOS D F B B Is��'y1 1✓�,� P 'S � ���._ Ey"`ns'� rT� K +7,✓ "�5 `U9'�'�'�- �"e""'3`._�' � Z`4'T } � to .F. -e rSUNNI 3 xw h ,�'�f3'x€!'rX'.e'Sar'�.f.?'a. Cycle Length: 140 Offset: 7 (5%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Control Type: Actuated -Coordinated Intersection Signal Delay: 62.9 Intersection LOS: E Analysis Period (min)15 Splits and Phases: 4: NW 14 ST & NW 12 AVE 07 } o2o3 * o4 Y� o5 06 '"� o7' �s o$ t 't ` ,�'g'� ...f y .r..:, _,> -.. ��� r .:,»°' ,. S �R,, IT =1 i3 $ - � Sad r �3v�w�;'�