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Home My WebLink About20072065.tiff TRAFFIC IMPACT STUDY �- SEMCRUDE, L.P. WELD COUNTY, COLORADO Prepared for: SEMCRUDE,L.P. 11501 South I-44 Service Road Oklahoma City, OK 73173-8315 Prepared by: TETRA TECH 1900 South Sunset Street, Suite 1-F Longmont, Colorado 80501 Tetra Tech Job No. 80-5291.001.00 April 2007 p LICEN a �Q�pQ �.CNI�,q'�••. 05 a 03 iff, E3 TETRA TECH '., •' ' �FESSiO�?-� 2007-2065 TABLE OF CONTENTS Rug INTRODUCTION 1 ANALYSIS 3 Existing Traffic Volumes 3 Background Traffic 3 Trip Generation 4 Trip Distribution and Trip Assignment 5 Total Future Year 2012 Volumes 5 Level of Service Analysis 6 Intersection of WCR 30 and WCR 49 7 Intersection of WCR 30 and Site Driveway 8 Conclusions 9 Appendices 6 Appendix A Figures Appendix B Traffic Counts Appendix C Level of Service Output List of Figures Figure 1 Site Location Map Figure 2 Existing AM (PM) Peak Hour Traffic Volumes Figure 3 Short Term Background 2012 AM(PM) Peak Hour Traffic Volumes Figure 4 Site Generated 2012 (AM(PM) Peak Hour Traffic Volumes Figure 5 Total Future 2012 AM(PM) Peak Hour Traffic Volumes -1- April,2007 R'\5291.001\Documents\Traffic Report\Traffic Study Report.doc INTRODUCTION This report presents the methodology, results, and recommendations of the traffic impact study performed for the proposed SemCrude oil & gas unloading and storage facility. The 80-acre site (24.3 acre proposed for development) is located in Weld County along the north side of Weld County Road 30 (WCR 30),just to the west of the intersection with Weld County Road 49 (WCR 49). The development will be an unloading and storage facility. A site location map is presented in Figure 1. Major transportation facilities in the vicinity of the site are described below: • WCR 49 is a two-lane, north-south arterial with continuity from WCR 4 on the south to US- 34. It is classified as a Strategic Roadway according to the Weld County Strategic Roadways map (December 2004). The posted speed limit is 65 mph in the vicinity of the site. At its intersection with WCR 30, there are 10-foot shoulders and no acceleration/deceleration lanes. • WCR 30 is a two-lane, east-west paved road with continuity from WCR 43 on the west to WCR 49 on the east. Although the WCR 30 segment is only three miles long, it is part of a continuously paved route to US-85 (Platteville) utilizing a one mile, north-south stretch of ^ WCR 43, and then continues west on WCR 32 to Platteville. Its intersection with WCR 49 is currently two-way stop controlled, and the proposed development will have direct access to WCR 30 via two one-way driveways. The following procedures were used to analyze the traffic impacts associated with the proposed development, consistent with the requirements of Weld County: 1. Turning movement counts for the AM peak period (7:00 AM to 9:00 PM) and the PM peak period (4:00 PM to 6:00 PM) were collected in April 2007 for the intersection of WCR 49 and WCR 30. a 2. An existing level of service analysis was performed for the intersection of WCR 49 and WCR 30 using the procedures outlined in the most recent edition (2000 edition) of the Highway Capacity Manual. .- 1 April,2007 R\5291.001\Documents\Tratric Report\Traffic Study Report.doc 3. A six percent annual growth rate for the year 2012 was applied for both WCR 49 and WCR 30, which takes into account the normal yearly increase in traffic. Weld County traffic counts on WCR 49 indicated a growth rate in the range of 10% annually between 2002 and 2004. There is no proposed development that would contribute to background traffic in the project area for the near term that Weld County is aware of. 4. Trip distribution models were developed from input obtained from SemCrude. 5. Input regarding trip generation was obtained from SemCrude. 6. Site-generated trips were assigned to adjacent roadway network in accordance with the trip distribution information provided. 7. The existing, background and site-generated traffic volumes were combined to develop a total future year 2012 traffic volume scenario. According to the Weld County Traffic Impact Study Requirements (March 2004), the short term study year should be five years from current conditions. The long term study year horizon of 20 years in the future was not calculated because traffic generated by the site is not expected to grow beyond the initial traffic volume. The site generated traffic may actually decline over the 20 year horizon due to construction of pipelines. 8. Level of service analyses for background and total future year 2012 traffic scenario was completed for the intersection of WCR 49 and WCR 30. The proposed site driveway was analyzed for future conditions. 9. The results of the level of service analyses were evaluated to identify improvements, if necessary, that would mitigate site traffic impacts. 2 April,2007 R:\5291.001\Documents\Traffic Report\Traffic Study Report.doc ANALYSIS Existing Traffic Volumes Tetra Tech (Tt) collected AM and PM peak hour turning movement counts and a 24-hr directional count at the intersection of WCR 49 and WCR 30 in April 2007. The existing traffic volumes are provided in Figure 2. The counts show that WCR 49 (north of WCR 30) carried about 4,150 vehicles per day in 2007, with 34% of those vehicles consisting of heavy vehicles. Hourly counts on WCR 30 indicated 33 vehicles during the PM peak hour. Assuming that the peak hour is approximately 8% of the ADT, it is expected that WCR 30 volume is around 412 vpd. Per Weld County counts on WCR 30 on 7/22/2004, the volume was 372 vpd. This yields a 3.5% growth rate for traffic on WCR 30. Background Traffic A background traffic scenario is typically developed to approximate traffic conditions prior to construction of the proposed development. Background traffic is generated from other developments and normal yearly increases in traffic, which are unrelated to development of this proposed project. The development is planning to be constructed and operating by late 2007 or early 2008, therefore, the April 2007 traffic counts were used as the background information. Analysis of the background traffic scenario provides a basis for evaluating future traffic impacts directly related to development of the project site. Background traffic volumes for year 2012 are shown in Figure 3. a, 00, 3 April,2007 R:\5291.001\Documents\Traffic Report\Traffic Study Reporldac a, Trip Generation According to the Weld County Traffic Impact Study Requirements (March 2004), the short term study year should be five years from current conditions. The long term study year represents the widely accepted planning horizon some 20 years in the future and was not evaluated since the traffic generated by the development should not increase. The traffic may in fact decrease as additional pipeline infrastructure is installed in the area. The new trips generated by the proposed development were estimated based on information received from SemCrude. The weekday AM and PM peak hours were analyzed to determine the traffic impacts associated with the proposed development when traffic on the adjacent highway is typically at the highest point of the day. The results of the trip generation analysis for the proposed site are presented in Table 1. Truck activity will occur 14 hours per day with up to 224 trucks per day. There is no peak hour volume associated with the truck traffic, with equal truck traffic expected throughout each day. There will also be 3 employees working on-site. Table 1 Trip Generation for Proposed Oil and Gas Unloading and Storage Facility d h tl v4t v a ! t . �it+E °t t t xt� E7Y if 9!%f a 1 v I< � i >trsss rh a 4Il s Et�i tas> 1t !3 s 4.c t tl 1 alt ° tif.1� 1 t '"�t�.tl_ 1 '14 ery dlv ,1 �ttt, .n a er �, Il'" at �,�u�a t' .�t .0 tgh t - 'F .i ..;�,, ! af 1 !.yh Y' : 1. � t : .i It a.. .., .ac.Fn 2007 19 16 35 16 19 35 236 2012 19 16 35 16 19 35 236 2027 19 16 35 19 16 35 236 4 April,2007 R:A 5291 O0IUbcuments\lrame Reporrrraffic Study Report.doc Trip Distribution and Trip Assignment Trip distribution information for the AM and PM peak hours was obtained from SemCrude. The following probable distribution for the proposed development is assumed: AM Peak Hour PM Peak Hour 30% from and 30%to the north 30% from and 30% to the north 30% from and 30% to the south 30% from and 30% to the south 0% from and 0% to the east 0% from and 0% to the east 40% from and 40% to the west 40% from and 40% to the west The site generated trips have been assigned to the surrounding roadway system according to the trip distribution and are illustrated in Figure 4. Total Future Year 2012 Volume The background traffic volumes (Figure 3) were combined with the site generated traffic volumes (Figure 4) to obtain the total future year 2012 traffic volumes (Figure 5). 5 April,2007 R:\5291.001\Documents\TrafTrc Report\Traffic Study Report doc Level of Service Analysis Level of service (LOS) analyses for existing, background, and total future traffic conditions for the AM and PM peak hours was performed for the WCR 49 and WCR 30 intersection. The proposed site driveways were also analyzed under total future traffic conditions for AM and PM peak hours. According to the most recent edition (2000 edition) of the Highway Capacity Manual, level of service is a qualitative measure describing operational conditions of a traffic stream or intersection. Level of service ranges from A to F, with LOS A being the best. LOS D is generally considered to be acceptable. Table 2 presents the criteria for defining the various levels of service for an unsignalized intersection. Table 2 Level of Service Criteria (Unsignalized Intersection)Uttittfl+ � v�dl+ �°i�YG�,��CI�`�` A <10 B >10 and<15 C >15 and<25 D >25 and <35 E >35 and <50 F >50 Note: LOS "D" is considered acceptable in urban/suburban areas. The results of the level of service analyses are summarized in Tables 3 and 4 for the intersection of WCR 49 and WCR 30. The results of the level of service analysis for the site driveway are summarized in Tables 5 and 6. 6 April,2007 R:\5291.001\Documents\Traffic Report\Traffic Study Report doc Intersection of WCR 49 and WCR 30 On WCR 49 at WCR 30, the site generated traffic is expected to account for approximately five percent of the total 2012 AM peak traffic. The study intersection is projected to operate acceptably. The analyses indicate that operations will maintain at acceptable levels under site generate and background conditions. Mitigation measures are not recommended on WCR 30. Table 3 AM Peak Hour Level of Service Analysis for WCR 49 and WCR 30 , 1{� Iii r f 11 � ljilal E7 hp t1 ApPwFa btniiiiii n I�.. i ?I�t.�]N�,1"aii„�idL, Northbound A(8.1) A (8.3) A (8.4) WCR 49 Southbound A (8.0) A (8.1) A (8.1) WCR 49 Eastbound B (10.9) B (12.0) B (12.4) WCR 30 Westbound WCR 30 (XX.X) Average seconds of delay Table 4 PM Peak Hour Level of Service Analysis for WCR 49 and WCR 30 Approach 1 f+x►sting. 13ae t ound 2012 Total Northbound A (8.1) A (8.3) A (8.3) WCR 49 Southbound WCR 49 A (8.2) A (8.4) A (8.4) Eastbound B (11.2) B (12.7) B (12.6) WCR 30 Westbound WCR 30 (XX.X) Average seconds of delay .„ 7 April,2007 R:A5291.001A Documents\Traffic Report ATraffic Study Report doc Intersection of WCR 30 and Site Driveway The site driveway is located on the north side of WCR 30 west of WCR 49. At this location, the project-generated traffic is expected to account for approximately sixty-two percent of the total 2012 AM peak hour traffic. The results of the level of service analysis for this intersection indicate that under future 2012 traffic conditions for both AM and PM peak hours, the WCR 30 approaches and the site driveway should operate at LOS A. Table 5 AM Peak Hour Level of Service Analysis for WCR 30 and Site Driveway .. Ia1P1�::,,II,F '�'>r.!1�,.: 1 At.....:. y ti Eastbound WCR 30 A Westbound WCR 30 A Southbound Site Driveway A Table 6 PM Peak Hour Level of Service Analysis for WCR 30 and Site Driveway I s yr... y #} 1 �}�+I.'1 1 E44I11 rm '�x rOm �i 1:s in 1f IP l fr 9�,t§,, M ` ,, .Druz.: ...,�.,,;...y.. 3 . 1.""",""",999....,.....JIIIG� v ,,; ,,; ,,,, ,,,1.. 1 .It �It...,,.,,.. ti 1...,,, .,. ....nu..;� Eastbound WCR 30 A Westbound WCR 30 A Southbound Site Driveway A 8 April,2007 R:5291.001\Documents\Traf is Report\Traffic Study Report.doc CONCLUSIONS As documented in the analysis and investigations described above, the following may be concluded: • Current operating conditions are acceptable in the general area of the proposed SemCrude oil & gas unloading and storage facility. • The number of trips generated by the site will not increase over time. The expected volume is 236 trips per day, which includes delivery trucks and employees. These trips are considered minor. • No auxiliary lane improvements are needed with the development. • All traffic movements will operate at level of service 'A' or 'B' in the short-term regardless if the facility is constructed or not. • Long term improvements on either WCR 49 or WCR 30 would be due to background growth and not caused by the facility. WCR 49 is part of Weld County's Strategic Roadways and long term improvements should be coordinated with Weld County Public Works. In summary, SemCrude's oil & gas unloading and storage facility will not adversely impact the area roadway system. Excellent operating conditions can be expected in the area of this facility for the foreseeable future. 9 April,2007 R\5291.001\Documentsefraffic Report\Traffic Study Report doc APPENDIX A FIGURES PROPERTY LINE SITE// // /% Tr '1r WELD COUNTY ROAD(WCR)30 U o O rCC $ Z O - U Cl _ P cc o NOT TO SCALE SITE LOCATION MAP 1900 S.SUNSET ST., TETRA TECH SUITE 1-F LONGMONT,CO 80501 THIS EXHIBIT DOES NOT REPRESENT MAIN.303.772.5282 = A MONUMENTED SURVEY. IT IS ONLY FAX. 303.772.7039 INTENDED TO DEPICT THE ATTACHED DATE:4-13-07 INITIALS:NEW DESCRIPTION J0B# 80-5291 .001 .00 FIGURE 1 .. ,1 PROPERTY LINE SITE ^ N v v . r N - — WELD COUNTY ROAD(WCR)30 ®� — „ (s) ---)it U 9 (3) • m Q a m 0 CC .� 5 - E Z D E 0 Es O _ O al FX XX = AM PEAK HOUR jt._ (XX) = PM PEAK HOUR se is NOT TO SCALE EXISTING AM(PM) PEAK HOUR TRAFFIC VOLUMES 1900 S.SUNSET ST.. © TETRA TECH I SITE LONG COT,CO 80501 THIS EXHIBIT DOES NOT REPRESENT MAIN:303 772 5282 - 7 A MONUMENTED SURVEY. IT IS ONLY FAX: 303.772.7039 INTENDED TO DEPICT THE ATTACHED DATE:4-13-07 INITALS:NEW DESCRIPTION J0B# 80-5291 .001 .00 FIGURE 2 _ .1. PROPERTY LINE SITE e m CO n N WELD COUNTY ROAD(WCR)30 ® E 15 (11) U 12 (4) � ry Q O _ s } — z 0 O — O f J • _ XX = AM PEAK HOUR (XX) = PM PEAK HOUR m NOT TO SCALE BACKGROUND 2012 AM(PM) PEAK HOUR TRAFFIC VOLUMES 1900 S.SUNSET ST., TETRA TECH I SITE CF LONGMONT,CO 80501 THIS EXHIBIT DOES NOT REPRESENT MAIN:303.772.5282 A MONUMENTED SURVEY. IT IS ONLY FAX 303.772.7039 INTENDED TO DEPICT THE ATTACHED DESCRIPTION DATE:4- 13-07 INITIALS:NEW FIGURE 3 J0B# 80-5291 .001 .00 . j f PROPERTY LINE SITE n m L. N WELD COUNTY ROAD(WCR)30 �® /\ Sc5> U n_ O 0 rc 5 o z D 0 — i 0 0 Lu XX = AM PEAK HOUR (XX) = PM PEAK HOUR — o NOT TO SCALE SITE GENERATED 2012 AM(PM) — „o, PEAK HOUR TRAFFIC VOLUMES 1900 S.SUNSET ST., "lb TETRA TECH SUITE 1-F LONGMONT,CO 80501 THIS EXHIBIT DOES NOT REPRESENT MAIN:303772.5282 A MONUMENTED SURVEY. IT IS ONLY FAX: 303.772.7039 INTENDED TO DEPICT THE ATTACHED DATE:4-13-07 NTIALS:NEW — isP DESCRIPTION j0B# 80-5291 .001 .00 FIGURE 4 1 PROPERTY LINE f SITE .. s CO NYI y 2 Y 2 �„ .Vy/ l® �/Y f 1 WELD COUNTY ROAD(WCR)30 0 8 (8) a (n) 20 (16) (_) 27 (15) —.- f 15 (30) _ 18 (10) 2 CS- .a Q a QD CC Z D 'E O U JJ — " �N XX = AM PEAK HOUR 1�1�".il (XX) = PM PEAK HOUR it — o p NOT TO SCALE TOTAL FUTURE 2012 AM(PM) __ PEAK HOUR TRAFFIC VOLUMES _ 1900 S.SUNSET ST., _ tA. 'lb TETRA TECH SUITE 1-F LONGMONT,CO 80501 • THIS EXHIBIT DOES NOT REPRESENT MAIN:303 772 5282 .-- "" A MONUMENTED SURVEY. IT IS ONLY FAX: 303.77Z7039 INTENDED TO DEPICT THE ATTACHED DATE:4- 13-07 INITIALS:NEW DESCRIPTION J0B# 80-5291 .001 .00 FIGURE 5 APPENDIX B TRAFFIC COUNTS r0 r 0001 41 CO CD 1— co Na-- M N CD CO M r CO MO co ONO r 0) co 0 TN m Q' N Or Cr m CA r M OM NO NN urrrN W V <{ MN r OMpr CO U 'O F r r .- r r r ry r r N r CV a � 0 0 N .. O 0 Z Q := 0 0 0 0 0 0 0 0 0 O 0 o O o o O r o 0 0 0 0 o o r o OO r r CD O o it (0 o, r 0 U ^ a) :..: 0 0 0 0 0 0 0 .0 0 o:O O o 0 0 0 0 0 0 0 0 0 0 o O o p C3 C CO O O -' 5 47.Q '? O O O O O O O CD O a+ r O O O O O O O O O O O O C N c 00r N o 0 2 O O o N O O O O O CD O D O O O O O O r 0 0 0 O CD O C3 O O — 7R' a> r o 00r r o CD O 0 CD C O 0 il 0) OO ) m o O r N mD CO to CO COCO <O a-( d' N- ^ O TN T- Cr7 N CO --e.,ONO (0 r o Q ? r r r r V 0 i0 r.0 r o u) no j( Mr CD ON D- CO OD NCO CO Mr r. C0 O1 m �.M MrTr reti CO o 000O) o 0 U < r r r r (o 0 r O r 0 C co u7 s m.0 0 0) O N O C vco 4— O r.O M� U > co N LU Ili N C U O O O O O r o 0 0 0 O CD O 0 0 0 0 0 CD 0 0 0 0 o r o O r o^ N rU � m '.p r o -40 7> Q C "O 0 0 � > 0 V f A 0 0 O O oET.a. '., U (o • co ta I X N O O O O M O r CO V ap..D-.Cb.(p 00 CC) M N O N Orr 0 O. M o 0 0D 0 CO CO Q C_J (D O O O CO °O CO (O M'O M Q "- CV 2rrOO7 mr e} co 01.co CA C) 0) ONOr CT ICON r- 04 0) % 0L0OO m c ._. QN T- TT r r r r .- Nr. o °OOr ON CD c O N O m 0 r 0) N 0 r 0 o r M 0 M CO 41 r CO r r CO N M N 7 M r o CO O r o 0 W',0 VD CD D eci co N O N N 0) mNOOO1O Cr ON CO CO. (O MM m (O0) N (OM N- ,j- r NOI N- o O 00 f- o Q 0 `- r r r CO MONO N CA m J a0 W CO CO N CO O) TT N r f- MA CO V O O Cr 0) 01 N 0 O OO N (V CV I N o',0 Co 0 0) i- N N r CD 0 (O (D to h (O f- co n m V V' o ODN N N r N 9 0 r- O o c CO t` rr � O (or O ^ U H (o. (D -. W OOOOo 0ol r r r V- 04 N r r O rOOO:OOOrl (O o OC0ON 0 o Y i Rlo O N.-. I 0 0 r O 0- o 0 0 O 0 0 0 0 O 0 0 :E o 0 0 0 0 00 0 0 0 0. >..- Y • Y • -D C O C3 C) 000000000 000000 O0o00 010 2C. 000D C E N E O N M V it,) (O 8 CO 0) O r a N Co R c0 0?O � N M D V0 ` r o 0 0 0 0 0 o O O r r NI " 'r r r r r r N N N N ~ l 1. 1 1 Z0_ a a NCO,) r mO) 007 N (O0) 7 ): 00 r (O 27. CO 70) 2 W aO 70Dr 00 0700 00 a) ct Q) rM0) rOO rN O N r NO MfO M' a0 (nMNNr M or 0 C M mU H Nr rrr rrr rrr 00 (ON up 0 a � U o 0 2 Z V) X :=:DO C) 0 0 0 0 0 O 0 0 00000 r000 O 0 00000 r o o r r o CD C 0 0 0 CC co 2 o `r o U A N .. 000OOO OO: OO O CD O CD C) CD C) o:00000:0''I o o O 0 0 CD ',X = o00000OOCO00000oorOOOOOo r 8Q or r 82 . co',o o R6 X CDC) 0 0 0 0 O O O' r r O.M O r O r 0 0 0 O O O r O CO o'O M O r CO o C � 7.0 0 7 .. O O r r o O 0 077 r CO r- c) COM' MN rget r OM NI CO COM ,- O CS) 7 CO N o 070 r N , CrXS) r rN. NN r N M CV T- N r. r .T.. coN O N NM M OD nr r N in O ' X C) 0 0 0 0 N r (O 0 7 CO (O 01 7 (n 7:M r 7 Lo (b r o r r O) 0 0) O Y- O) U C L r • r ° O O r 0 C M f. O O M r C) V O U > 000 C Q N a L O co a) a),0 0 0 0 0 0 0 0 0 0 0 r. 0 0 0 0 0 O.O O O O O 0 o O r r c .+.O V U 0 x o) O 0 o 7 a) E Q C O r O 0 (0 7 (n 0oEm CO N } 0 C1) 000000 .- (O. O (O N- O N r N- O CO O M 7 r N 0 0. 7 - 0 0 0 N 7 aJ W a) C O): r r r r r O O r O r O .. F L C C O M C CD a)r OOr N CO r in o Lc, co r PT (O M O) r-. 0 20 r O0) 0 CO r (V N N r 7 ° O M O CV 7 ° C F N CO N co. cN co W O O O O O O r co r r el CO Y 1 CO 7 r in 7 N r r O r r r 0 0 7 0 (O - h 7 O 0 O 7• O J N r . 0 N- N CO a) C),- r O CO CO CO P (O ONO (O CO M O N M (O (0 7 CV Y- CO O N o O I� O N N o X C N 7 N r N r r r r N N r r r 0 O 7 O N 0 ._ Q J M CO (f) co co N O r •"' 4'f wMcc, M LLO I-- N rO) CO O0 (O (O F.- CO O) O) O) 7'O7ON O) - O rO0) 0) 89 V J N r (O r O 7 7 7 V M 'V' 7 )O (0 (O M N r r r r ° O r O t O ° - CO CO CO t00 0 r 0rNr - „, O) O O O O O O O O 7 r r O ( O N N O N r r O.O O r O O o 0 (O O N N 0 o 0 O Y N O r Or r 00000000 00 0 0 00000000000 T-00 Y Y ' 000000000000 00000000000M 0 0 0 0 0 0 0 0 0 m C (a O (a O C@ C a .O NM7 (OOti 00 O) O r M V LC) CO h CO O) O (NI L-≥ a _ (a O U r 0 0 0 0 0 0 0 0 O N N N N a ~ a a F- (n � a r a''2 a a co 0 All Traffic Data Services, Inc. Aso W. 44th Ave. File Name : WCR49&WCR30AM , heat Ridge, CO 80033 Site Code : 00000000 Start Date : 4/10/2007 Page No : 1 Groups Printed-Unshifted - ---WCR49 _ -_- WCR30 WCR49 WCR30 Southbound _ Westbound Northbound Eastbound _ I - ._., - __.. 0 47 1 0 ' 0 Thru0 [ 0 0 2 Thru 1 Right Peds Left Thru Right Peds Int.Total 07:00 AM ��, Left Thru Right Peds Left o Right Peds Left 14 0 0 1 0 2 0 67 Start Time - 07:15 07:15 AM 0 36 1 0 0 0 0 0 1 26 0 0 2 0 3 0 69 07:30 AM I 0 43 2 0 I 0 0 0 0 1 27 0 0 4 0 1 0 78 -- 07:45 AM: 0 52 1 0 0 0 0 0 2 27 0 0 4 0 3 0 89 Total 0 178 5 0 0 0 0 0 6 94 0 0 I 11 0 9 0 303 .. 08:00 AM 1 21 2 0 0 0 1 0 2 23 1 0 3 0 2 0 56 —• 08:15 AM 0 25 3 0 0 0 0 0 2 29 0 0 6 0 3 0 68 08:30 AM 0 32 6 0 0 0 0 0 2 16 0 0 2 0 1 0 59 ^ 08:45 AM 0 17 1 0 0 1 0 0 3 28 2 0 4 1 1 0 58 Total 1 95 12 0 0 1 1 0 9 96 3 0 15 1 7 __- 0 241 ... Grand Total 1 273 17 0 j 0 1 1 0 15 190 3 0 26 1 16 0 I 544 — Apprch% 0.3 93.8 5.8 0 0 50 50 0 7.2 91.3 1.4 0 60.5 2.3 37.2 0 I Total% ' 0.2 50.2 3.1 0 0 0.2 0.2 0 2.8 34.9 0.6 0 4.8 0.2 2.9 0 r WCR49 Out In Total 1217 _ -291, 508 17 2731 1 Ot -- Right Thru Left Peds 4.. I I• m,n r.t S Ai o - p F North — ` 2 _ H', o ,e F. _ 4 - 2 a p ,P- 0 4/10/2007 07:00 AM L, g 0 - 4/10/2007 08:45 AM _ J te o p _ _ ao m o;^. _o n Unshifted �, H _.. 0. _. ,,o. m a 4 -4 '.. Left Thru Right Reds 15'. 190 3; 0 I 289 _ 208 I 497j Out In Total WCR49 All Traffic Data Services, Inc. --14. 60 W. 44th Ave. heat Ridge, CO 80033 File Name : WCR49&WCR30AM Site Code : 00000000 Start Date : 4/10/2007 Page No : 2 WCR49 WCR30 WCR49 WCR30 - - Southbound Westbound Northbound Eastbound Left'Start Time Le Thru ', Right Peds ' b To. Left I Right Peds App 44.0 Left Thru L Right Peds App This Left Thru eight Peds app TA, kit Total ^ Peak Hour Analysis From 07:00 AM to 08:15 AM-Peak 1 of 1 - - - Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 47 1 0 48 I 0 0 0 0 0 2 14 0 0 16 1 0 2 0 3 67 07:15 AM 0 36 1 0 37 0 0 0 0 0 1 26 0 0 27 2 0 3 0 5 69 07:30 AM I 0 43 2 0 45 0 0 0 0 0 1 27 0 0 28 4 0 1 0 5 78 07:45 AM I 0 52 1 0 53 0 0 0 0 0 2 27 0 0 29 4 0 3 0 7 89 Total Volume 0 178 5 0 183 ' 0 0 0 0 0 6 94 0 0 100 11 0 9 0 20 303 v App.Total 0 97.3 2 7 0 0 0 0 0 6 94 0 0 55 0 45 0 PHF r.000 856 .625 .000 .863 .000 .000 000 .000 .000 .750 .870 .000 000 862 .688 .000 .750 .000 .714 r .851 WCR49 Out In Total 105 183' ' 288 51. 178' -p 0 Right Thru Left Peels I 4 -, Peak Hour Data - pl of I o o� North ' I o 2 _ 4_ ti 55 co co N. ~ k 2' t3 Peak Hour Begins at 07:00 AM o h � C o u _ K 1 Unshifted 3.0'', - O _O e ^ a EC 4 k Left Thru Right Peds 6 94 _...0! J ^ I 187 100: 287 Out In Total WCR49 All Traffic Data Services, Inc. ---4660 W. 44th Ave. — heat Ridge, Co 80033 File Name : WCR49&WCR3OPM Site Code : 00000000 Start Date : 4/10/2007 — Page No : 1 ^ Groups Printed-Unshifted ... WCR49 _- -- WCR30 WCR49 ---WCR30 Westbound Northbound F Eastbound Start Time PM Left Thru 23 Right ' Peds0 0 Thru0 04:15 PM 0 21 3 0 0 0 Right Peds Leftl Thru Right Peds Left Thru Right Peds Int.Total Southbound Left I 0 0 247 0 0 7 0 2 -_-0 86 — 0 0 0 41 0 0 1 0 0 01 66 04:30 PM 0 29 4 0 0 0 0 0 2 49 0 0 2 0 0 0 I 86 — 04:45 PM 0 44 5 0 0 0 0 0 , 0 44 0 0 3 0 1 0 97 -----Total 0 117 17 0 --__- 0 0 0 0 ' 4 181 0 0 13 0 _-- 3 0 --- 335 ^ 05:00 PM 0 37 6 0 I 0 0 0 0 1 47 0 0 0 0 0 0 91 05:15 PM 0 32 2 0 0 0 0 0 2 46 0 0 1 3 0 2 0 87 05:30 PM 0 24 1 0 0 0 0 0 1 31 0 0 1 0 2 0 60 05:45 PM 0 34 0 0 0 0 0 0 2 46 0 0 1 0 5 0 88 Total 0 127 9 0 0 - 0 0 0 6 170 0 0 5 0 9 0 326 — Grand Total 0 244 26 0 0 0 0 0 10 351 0 0 I 18 0 12 0 661 ^ Apprch% 0 90.4 9.6 0 0 0 0 0 2.8 97.2 0 0 60 0 40 0 I Total% 0 36.9 3.9 0 I 0 0 0 0 1.5 53.1 0 0 2.7 0 1.8 0 — ^ W(,R49 I aOut In Total i-- I 369', 270 639I 26 244' 0 0. — Right Thru Left Peds I 4 1 4 O 'o o North lo," ro it— C - 14/10/200704:00 PM c'o1 r U O •a. 4/10/200705:45 PM ri o ..M __ _.. - ,o 0 Io.is Unshifted I �-i s -.., a a a °' 4 1 -♦ I "--- Left Thru Right Reds 10t 351F - 0 0 i 256 361i I 617. Out In Total I WCR49 I All Traffic Data Services, Inc. ,--Q,560 W. 44th Ave. heat Ridge, CO 80033 File Name : WCR49&WCR30PM Site Code : 00000000 Start Date : 4/10/2007 Page No : 2 WCR49 WCR30 _-- WCR49 ----- WCR30 SouthboYWestbound Northbound Eastbound Peak Sta Hour Analysis From R4 O0U Peds , 05:15 PM TThru Right T Peds l ,,,TM Left?Thru f Right Peds b,r t Left Thru Right j Peds ., T,,, i,,t.Total Start Time Left Thru Right Peds Peak 1 of 1 - Peak Hour for Entire Intersection Begins at 04:30 PM -'- 04:30 PM ! 0 29 4 0 33 0 0 0 0 0 2 49 0 0 51 2 0 0 0 2 86 04:45 PM 0 44 5 0 49 0 0 0 0 0 0 44 0 0 44 3 0 1 0 4 97 05:00 PM 0 37 6 0 43 0 0 0 0 0 1 47 0 0 48 0 0 0 0 0 91 0 32 2 0 34 ' 0 0 0 0 0 2 46 0 0 48 3 0 2 0 5 87 Total Volume,, J 0 0 142 17 0 159 0 0 0 0 5 186 0 0 191 8 0 3 0 -_-11 361 App Total 0 89.3 10.7 0 0 0 0 0 2.6 97.4 0 0 72.7 0 27.3 0 PHF .000 .807 .708 .000 .811 .000 .000 .000 .000 .000 625 .949 .000 .000 .936 .667 .000 .375 .000 .550 .930 WCR49 Out In Total x_ 194 159] 353 17' 1421 0' -.._01 -. Right Thru Left Peds !, 4-4 Peak Hour Data cn '4' p! o' T ,O o North -- m�c----1 o r 4 3 _ Peak Hour Begins at 04.30 PM- .— - .C p - r u Unshifi %ed -x o N Iy .� ry o O a v,i :Lo a p Left Thru Right Peds 5' 186,__. III 0: 145] L -91'' 336 Out In Total WCR49 r APPENDIX C LEVEL OF SERVICE OUTPUT HCS+ : Unsignalized Intersections Release 5 . 2 TWO-WAY STOP CONTROL SUMMARY Analyst : Richard Christy, P. E. Agency/Co. : Tetra Tech, Inc . —Da.►e Performed: 4/12/2007 _Ai ysis Time Period: 2007 Existing AM Peak Intersection: WCR 30/49 —Jurisdiction: Weld County Units : U. S . Customary ~Analysis Year : 2007 —Project ID: SemCrude TIS (80-5291 . 001 . 00) East/West Street : WCR 30 _.North/South Street : WCR 49 —Intersection Orientation: NS Study period (hrs) : 0 . 25 —_ Vehicle Volumes and Adjustments —Major Street : Approach Northbound Southbound Movement 1 2 3 4 5 6 _ L T R I L T R ^Volume 6 94 0 0 178 5 Peak-Hour Factor, PHF 0 . 75 0 . 87 0 . 90 0 . 90 0 . 85 0 . 63 -.Hourly Flow Rate, HFR 8 108 0 0 209 7 Percent Heavy Vehicles 38 -- -- 54 - - -- -Median Type/Storage Undivided / .RT Channelized? Lanes 0 1 0 0 1 0 —Configuration LTR LTR _Upstream Signal? No No '-Mim r Street : Approach Westbound Eastbound — Movement 7 8 9 I 10 11 12 L T R I L T R ,Volume 0 0 0 11 0 9 Peak Hour Factor, PHF 0 . 90 0 . 90 0 . 90 0 . 69 0 . 90 0 . 75 —Hourly Flow Rate, HFR 0 0 0 15 0 12 ..,Percent Heavy Vehicles 30 30 30 30 30 30 Percent Grade (%) 0 0 "'Flared Approach: Exists?/Storage No / No / _Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service -------- ------------- —kpproach NB SB Westbound Eastbound Movement 1 4 I 7 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR _v (vph) 8 0 0 27 C (m) (vph) 1167 1214 639 ^v/c 0 . 01 0 . 00 0 . 04 _95% queue length 0 . 02 0 . 00 0 . 13 Control Delay 8 . 1 8 . 0 10 . 9 —LOS A A B _Approach Delay 10 . 9 Approach LOS B HCS+ : Unsignalized Intersections Release 5 . 2 TWO-WAY STOP CONTROL SUMMARY _Analyst : Richard Christy, P. E . Agency/Co. : Tetra Tech, Inc . "Dam Performed: 4/12/2007 _,Ai ysis Time Period: Short Term AM Peak Background Intersection: WCR 30/49 "Jurisdiction: Weld County _Units : U. S . Customary Analysis Year: 2012 "Project ID : SemCrude TIS (80-5291 . 001 . 00) East/West Street : WCR 30 North/South Street : WCR 49 -Intersection Orientation : NS Study period (hrs) : 0 . 25 Vehicle Volumes and Adjustments -Major Street : Approach Northbound Southbound Movement 1 2 3 I 4 5 6 L T R I L T R Volume 8 126 0 0 238 7 —Peak-Hour Factor, PHF 0 . 75 0 . 87 0 . 90 0 . 90 0 . 85 0 . 63 —Hourly Flow Rate, HFR 10 144 0 0 279 11 Percent Heavy Vehicles 38 -- -- 54 -- - - -Median Type/Storage Undivided / —RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR —Upstream Signal? No No TMi—r. Street : Approach Westbound Eastbound —. Movement 7 8 9 I 10 11 12 L T R I L T R —Volume 0 0 0 15 0 12 Peak Hour Factor, PHF 0 . 90 0 . 90 0 . 90 0 . 69 0 . 90 0 . 75 Hourly Flow Rate, HFR 0 0 0 21 0 16 _Percent Heavy Vehicles 30 30 30 30 30 30 Percent Grade (°s) 0 0 Flared Approach: Exists?/Storage No / No / ,,Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service "Approach NB SB Westbound Eastbound ,_Movement 1 4 I 7 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR _v (vph) 10 0 0 37 C (m) (vph) 1092 1174 548 ^v/c 0 . 01 0 . 00 0 . 07 ,.,95% queue length 0 . 03 0 . 00 0 . 22 Control Delay 8 . 3 8 . 1 12 . 0 ' LOS A A a _Approach Delay 12 . 0 Ap.--oach LOS B HCS+ : Unsignalized Intersections Release 5 . 2 TWO-WAY STOP CONTROL SUMMARY _Analyst : Richard Christy, P.E . Agency/Co . : Tetra Tech, Inc . `Da+? Performed: 4/12/2007 A. ysis Time Period: Short Term AM Peak Total Intersection: WCR 30/49 -Jurisdiction: Weld County _Units : U. S . Customary Analysis Year: 2012 - Project ID: SemCrude TIS (80-5291 . 001 . 00) East/West Street : WCR 30 North/South Street : WCR 49 -Intersection Orientation: NS Study period (hrs) : 0 . 25 Vehicle Volumes and Adjustments _ —Major Street : Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R y Volume 14 126 0 0 238 12 a..Peak-Hour Factor, PHF 0 . 75 0 . 87 0 . 90 0 . 90 0 . 85 0 . 63 -Hourly Flow Rate, HFR 18 144 0 0 279 19 Percent Heavy Vehicles 38 - - -- 54 - - -- Median Type/Storage Undivided / ....RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR .Upstream Signal? No No Mirnr Street : Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R — Volume 0 0 0 20 0 18 Peak Hour Factor, PHF 0 . 90 0 . 90 0 . 90 0 . 69 0 . 90 0 . 75 Hourly Flow Rate, HFR 0 0 0 28 0 24 ..Percent Heavy Vehicles 30 30 30 30 30 30 Percent Grade (%) 0 0 —Flared Approach: Exists?/Storage No / No / ,_Lanes 0 1 0 0 1 0 Configuration LTR LTR ~_ Delay, Queue Length, and Level of Service —Approach NB SB Westbound Eastbound _Movement 1 4 I 7 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 18 0 0 52 C (m) (vph) 1084 1174 540 "v/c 0 . 02 0 . 00 0 . 10 _95% queue length 0 . 05 0 . 00 0 . 32 Control Delay 8 .4 8 . 1 12 . 4 ' LOS A A B Approach Delay 12 . 4 Ap.--oach LOS B HCS+ : Unsignalized Intersections Release 5 . 2 TWO-WAY STOP CONTROL SUMMARY _Analyst : Richard Christy, P . E . Agency/Co. : Tetra Tech, Inc . -Date Performed: 4/12/2007 ' AA ysis Time Period: 2007 Existing PM Peak Intersection: WCR 30/49 —Jurisdiction: Weld County Units : U. S . Customary ^Analysis Year: 2007 —Project ID : SemCrude TIS (80-5291 . 001 . 00) East/West Street : WCR 30 +North/South Street : WCR 49 -Intersection Orientation: NS Study period (hrs) : 0 . 25 Vehicle Volumes and Adjustments —Major Street : Approach Northbound Southbound Movement 1 2 3 14 5 6 — L T R I L T R Volume 5 186 0 0 142 17 Peak-Hour Factor, PHF 0 . 62 0 . 95 0 . 90 0 . 90 0 . 81 0 . 71 —Hourly Flow Rate, HFR 8 195 0 0 175 23 Percent Heavy vehicles 38 -- -- 54 -- -- -Median Type/Storage Undivided / ...RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR ..Upstream Signal? No No Mier Street : Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R — „Volume 0 0 0 8 0 3 Peak Hour Factor, PHF 0 . 90 0 . 90 0 . 90 0 . 67 0 . 90 0 . 37 —Hourly Flow Rate, HFR 0 0 0 11 0 8 _Percent Heavy Vehicles 30 30 30 30 30 30 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / .,Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service ""Approach NB SB Westbound Eastbound ,,,Movement 1 4 I 7 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 8 0 0 19 C (m) (vph) 1186 1120 602 ^v/c 0 . 01 0 . 00 0 . 03 95% queue length 0 . 02 0 . 00 0 . 10 ^Control Delay 8 . 1 8 . 2 11 . 2 —LOS A A B Approach Delay 11 . 2 ^ Ar'oach LOS B HCS+ : Unsignalized Intersections Release 5 . 2 TWO-WAY STOP CONTROL SUMMARY _Analyst : Richard Christy, P. E. Agency/Co. : Tetra Tech, Inc . - Day? Performed: 4/12/2007 A. ysis Time Period: Short Term PM Peak Background Intersection: WCR 30/49 Jurisdiction : Weld County Units : U. S . Customary Analysis Year: 2012 —Project ID: SemCrude TIS (80-5291 . 001 . 00) East/West Street : T North/South Street : WCR 49 -Intersection Orientation: NS Study period (hrs) : 0 . 25 Vehicle Volumes and Adjustments —Major Street : Approach Northbound Southbound Movement 1 2 3 I 4 5 6 L T R I L T R Volume 7 249 0 0 190 23 ..Peak-Hour Factor, PHF 0 . 62 0 . 95 0 . 90 0 . 90 0 . 81 0 . 71 —Hourly Flow Rate, HFR 11 262 0 0 234 32 Percent Heavy Vehicles 38 -- - - 54 -- - - -Median Type/Storage Undivided / —.RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR ,Upstream Signal? No No —Mi.cr Street : Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R — Volume 0 0 0 11 0 4 Peak Hour Factor, PHF 0 . 90 0 . 90 0 . 90 0 . 67 0 . 90 0 . 37 `Hourly Flow Rate, HFR 0 0 0 16 0 10 ...,Percent Heavy Vehicles 30 30 30 30 30 30 Percent Grade (%) 0 0 - Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service "'Approach NB SB Westbound Eastbound Movement 1 4 I 7 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 11 0 0 26 C (m) (vph) 1116 1053 494 ^v/c 0 . 01 0 . 00 0 . 05 _95% queue length 0 . 03 0 . 00 0 . 17 Control Delay 8 . 3 8 . 4 12 . 7 —LOS A A B _Approach Delay 12 . 7 Ap.—coach LOS B HCS+ : Unsignalized Intersections Release 5 . 2 TWO-WAY STOP CONTROL SUMMARY _ Analyst : Richard Christy, P .E. Agency/Co . : Tetra Tech, Inc . -Dane Performed: 4/12/2007 . A: ysis Time Period: Short Term PM Peak Total Intersection: WCR 30/49 —Jurisdiction: Weld County Units : U. S . Customary Analysis Year: 2012 —Project ID: SemCrude TIS (80-5291 . 001 . 00) East/West Street : WCR 30 North/South Street : WCR 49 -Intersection Orientation: NS Study period (hrs) : 0 . 25 — Vehicle Volumes and Adjustments _ —Major Street : Approach Northbound Southbound Movement 1 2 3 I 4 5 6 L T R I L T R Volume 13 249 0 0 190 28 ''Peak-Hour Factor, PHF 0 . 62 0 . 95 0 . 90 0 . 90 0 . 81 0 . 71 —Hourly Flow Rate, HFR 20 262 0 0 234 39 Percent Heavy Vehicles 38 -- -- 54 -- -- -Median Type/Storage Undivided / ►RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR —Upstream Signal? No No —Mi.ar Street : Approach Westbound Eastbound — Movement 7 8 9 I 10 11 12 L T R I L T R — Volume 0 0 0 16 0 10 Peak Hour Factor, PHF 0 . 90 0 . 90 0 . 90 0 . 67 0 . 90 0 . 37 —Hourly Flow Rate, HFR 0 0 0 23 0 27 .Percent Heavy Vehicles 30 30 30 30 30 30 Percent Grade (%) 0 0 "Flared Approach: Exists?/Storage No / No / ,,,Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service "Approach NB SB Westbound Eastbound _Movement 1 4 I 7 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR ^v (vph) 20 0 0 50 C (m) (vph) 1109 1053 523 —v/c 0 . 02 0 . 00 0 . 10 _95% queue length 0 . 06 0 . 00 0 . 32 Control Delay 8 . 3 8 .4 12 . 6 —LOS A A B Approach Delay 12 . 6 AF'oach LOS B HCS+ : Unsignalized Intersections Release 5 . 2 TWO-WAY STOP CONTROL SUMMARY Analyst : Richard Christy, P. E . Agency/Co. : Tetra Tech, Inc . -Da..e Performed: 4/12/2007 At ysis Time Period: 2007 AM Peak Intersection: WCR 30/Site Driveway —Jurisdiction: Weld County _ Units : U. S . Customary Analysis Year: 2007 —Project ID: SemCrude TIS (80-5291 . 001 . 00) East/West Street : WCR 30 North/South Street : Site Drive -Intersection Orientation : EW Study period (hrs) : 0 . 25 Vehicle Volumes and Adjustments —Major Street : Approach Eastbound Westbound Movement 1 2 3 14 5 6 _ L T R I L T R ^Volume 8 20 11 11 Peak-Hour Factor, PHF 0 . 90 0 . 90 0 . 90 0 . 90 .-.Hourly Flow Rate, HFR 8 22 12 12 Percent Heavy Vehicles 87 -- -- -- - - -Median Type/Storage Undivided / ,._RT Channelized? Lanes 0 1 1 0 —Configuration LT TR .,..Upstream Signal? No No 'Mir Street : Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R — ,Volume 8 11 Peak Hour Factor, PHF 0 . 90 0 . 90 "'Hourly Flow Rate, HFR 8 12 _Percent Heavy Vehicles 87 72 Percent Grade (%) 0 0 "Flared Approach: Exists?/Storage / No / _Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service —Approach EB WB Northbound Southbound Movement 1 4 I 7 8 9 I 10 11 12 ^Lane Config LT I I LR v (vph) 8 20 C (m) (vph) 1179 838 —v/c 0 . 01 0 . 02 _95% queue length 0 . 02 0 . 07 Control Delay 8 . 1 9 .4 —LOS A A —Approach Delay 9 .4 Ap^-coach LOS A HCS+ : Unsignalized Intersections Release 5 . 2 TWO-WAY STOP CONTROL SUMMARY ,_Analyst : Richard Christy, P . E. Agency/Co. : Tetra Tech, Inc . -Da,,,,--Q Performed: 4/12/2007 _A; ysis Time Period: 2012 AM Peak Intersection : WCR 30/Site Driveway —Jurisdiction: Weld County _Units : U. S . Customary Analysis Year: 2012 - Project ID: SemCrude TIS (80-5291 . 001 . 00) East/West Street : WCR 30 North/South Street : Site Drive —Intersection Orientation: EW Study period (hrs) : 0 . 25 ___Vehicle Volumes and Adjustments --Major Street : Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R _ Volume 8 27 15 11 Peak-Hour Factor, PHF 0 . 90 0 . 90 0 . 90 0 . 90 —Hourly Flow Rate, HFR 8 30 16 12 Percent Heavy Vehicles 87 -- - - -- - - -Median Type/Storage Undivided / -.RT Channelized? Lanes 0 1 1 0 Configuration LT TR —Upstream Signal? No No —Mis.-c‘r Street : Approach Northbound Southbound — Movement 7 8 9 I 10 11 12 L T R I L T R Volume 8 11 Peak Hour Factor, PHF 0 . 90 0 . 90 "Hourly Flow Rate, HFR 8 12 _Percent Heavy Vehicles 87 72 Percent Grade (%) 0 0 "'Flared Approach: Exists?/Storage / No / ,.,Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service "Approach EB WB Northbound Southbound _„Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I I LR _v (vph) 8 20 C (m) (vph) 1175 829 —v/c 0 . 01 0 . 02 _95s queue length 0 . 02 0 . 07 Control Delay 8 . 1 9 .4 "LOS A A Approach Delay 9 . 4 ^ Ap^oach LOS A - HCS+ : Unsignalized Intersections Release 5 . 2 TWO-WAY STOP CONTROL SUMMARY Analyst : Richard Christy, P.E . Agency/Co. : Tetra Tech, Inc . Dam? Performed: 4/12/2007 A. ysis Time Period: 2007 PM Peak Intersection: WCR 30/Site Driveway -Jurisdiction: Weld County Units : U. S . Customary Analysis Year: 2007 Project ID: SemCrude TIS (80-5291 . 001 . 00) East/West Street : WCR 30 North/South Street : Site Drive - Intersection Orientation: EW Study period (hrs) : 0 . 25 Vehicle Volumes and Adjustments_ -Major Street : Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R ^Volume 8 11 22 11 'Peak-Hour Factor, PHF 0 . 90 0 . 90 0 . 90 0 . 90 —Hourly Flow Rate, HFR 8 12 24 12 Percent Heavy Vehicles 87 - - - - -- -- -Median Type/Storage Undivided / RT Channelized? Lanes 0 1 1 0 Configuration LT TR ..,Upstream Signal? No No —Mr Street : Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R _Volume 8 11 Peak Hour Factor, PHF 0 . 90 0 . 90 "-Hourly Flow Rate, HFR 8 12 ..,Percent Heavy Vehicles 87 72 Percent Grade (%) 0 0 'Flared Approach: Exists?/Storage / No / _Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service —Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 ^Lane Config LT I I LR v (vph) 8 20 C (m) (vph) 1166 829 —v/c 0 . 01 0 . 02 ,95% queue length 0 . 02 0 . 07 Control Delay 8 . 1 9 .4 —LOS A A Approach Delay 9 .4 Aroach LOS A HCS+ : Unsignalized Intersections Release 5 . 2 TWO-WAY STOP CONTROL SUMMARY — Analyst : Richard Christy, P.E . Agency/Co . : Tetra Tech, Inc . —Da. Performed: 4/12/2007 _ A. ysis Time Period: 2012 PM Peak Intersection: WCR 30/Site Driveway -Jurisdiction: Weld County Units : U. S . Customary ^Analysis Year : 2012 -Project ID: SemCrude TIS (80-5291 . 001 . 00) East/West Street : WCR 30 North/South Street : Site Drive -Intersection Orientation: EW Study period (hrs) : 0 . 25 Vehicle Volumes and Adjustments -Major Street : Approach Eastbound Westbound Movement 1 2 3 I 4 5 6 L T R I L T R Volume 8 15 30 11 Peak-Hour Factor, PHF 0 . 90 0 . 90 0 . 90 0 . 90 —Hourly Flow Rate, HFR 8 16 33 12 Percent Heavy Vehicles 87 - - -- -- - - "Median Type/Storage Undivided / ._RT Channelized? Lanes 0 1 1 0 —Configuration LT TR —Upstream Signal? No No —Miter Street : Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R ,...,Volume 8 11 Peak Hour Factor, PHF 0 . 90 0 . 90 "Hourly Flow Rate, HFR 8 12 ,....Percent Heavy Vehicles 87 72 Percent Grade (%) 0 0 —Flared Approach: Exists?/Storage / No / _Lanes 0 0 Configuration LR _ Delay, Queue Length, and Level of Service —Approach EB WB Northbound Southbound Movement 1 4 I 7 8 9 I 10 11 12 Lane Config LT I I LR v (vph) 8 20 .— C (m) (vph) 1155 816 —v/c 0 . 01 0 . 02 95% queue length 0 . 02 0 . 08 ^Control Delay 8 . 1 9 . 5 " LOS A A Approach Delay 9 . 5 Ap- -oach LOS A Hello