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Home My WebLink AboutTRAFFIC IMPACT STUDY Rev. (1) 4.27.2021 - 21-00080 - Iron Horse Division 1 - 1076 S 12th W - Plat IRON HORSE DIVISION I TRAFFIC IMPACT STUDY Prepared For: Ball Ventures, LLC 2194 Snake River Parkway, Suite 300 Idaho Falls, ID, 83402 Prepared By: Horrocks Engineers 2194 Snake River Parkway, Suite 205 Idaho Falls, ID, 83402 Date: March 2021 04/27/21 Iron Horse D ivision I Traffic Impact Study i Table of Contents Introduction ......................................................................................................................................1 Proposed Development ......................................................................................................................1 Study Area Conditions ........................................................................................................................2 Roadway Characteristics ...............................................................................................................2 University Boulevard ............................................................................................................................. 2 12th West ............................................................................................................................................... 2 Existing Traffic Conditions .............................................................................................................2 Existing Queue Length Analysis ............................................................................................................ 4 Projected Traffic ................................................................................................................................5 Trip Generation .............................................................................................................................5 Trip Distribution.................................................................................................................................6 Traffic Analysis ...................................................................................................................................7 2026 Background Traffic ................................................................................................................7 2026 Queue Length Analysis ................................................................................................................. 9 2026 Traffic with Development ......................................................................................................9 2026 with Development Traffic Queue Length Analysis..................................................................... 12 2026 Development Mitigations at 12th West & University Boulevard ............................................... 12 Recommendations ........................................................................................................................... 13 Appendix A: Site Plan ........................................................................................................................ A Appendix B: Synchro Reports ............................................................................................................ B Appendix C: Land Use Descriptions .................................................................................................... C Appendix D: FHWA Double Crossover Diamond Interchange TechBrief ............................................... D Iron Horse D ivision I Traffic Impact Study ii List of Tables Table 1-Intersection Level of Service ............................................................................................................ 4 Table 2-Existing LOS Analysis ........................................................................................................................ 4 Table 3-Existing Queue Length Analysis ....................................................................................................... 5 Table 4-Average Growth from Historic Data ................................................................................................ 5 Table 5-Trip Generation for the Proposed Iron Horse Development ........................................................... 6 Table 6-2026 LOS Analysis ............................................................................................................................ 7 Table 7-2026 Queue Length Analysis ............................................................................................................ 9 Table 8- 2026 Traffic Percentages ................................................................................................................. 9 Table 9-2026 with Development Traffic LOS Analysis .................................................................................. 9 Table 10-2026 Queue Length Analysis with Development Traffic .............................................................. 12 Table 11-2026 LOS Analysis with Mitigations at 12th West and University Boulevard .............................. 12 Table 12-2026 Mitigations Queue Length Analysis .................................................................................... 13 List of Figures Figure 1-Location of Iron Horse .................................................................................................................... 1 Figure 2-Existing Turning Movement Counts................................................................................................ 3 Figure 3-Trip Distribution for the Iron Horse Development ......................................................................... 6 Figure 4-2026 Background Turning Movement Counts ................................................................................ 8 Figure 5-2026 Turning Movement Counts with Development Traffic ........................................................ 11 Iron Horse D ivision I Traffic Impact Study 1 Introduction This report presents the findings of the Traffic Impact Study (TIS) performed for the Iron Horse Division I development in Rexburg, Idaho This report addresses the impacts based on Level of Service (LOS) values calculated by delay per vehicle for the intersection at University Boulevard and 12 th West. In this report, the potential traffic impact of the Iron Horse Development is addressed as proposed by Ball Ventures. Proposed Development The proposed development at Iron Horse is planned to be built in one phase. The anticipated build-out year is 2026. Figure 1 shows the location of the Iron Hills development. The development is planned to include approximately 7,500 square feet (sq. ft.) of fast-food restaurants with drive-throughs, 10,000 sq. ft. of warehousing space, and 13,000 sq. ft. of recreational vehicle (RV) sales. Figure 1-Location of Iron Horse The accesses to the development are planned to connect to University Boulevard and 12th West. There are two accesses planned on University Boulevard and two accesses planned on 12th West. A full site plan is included in the Appendix. Iron Horse D ivision I Traffic Impact Study 2 Study Area Conditions The Iron Horse development is located on the west side of Highway 20, near Madison High School on University Boulevard. The main roads around the future development are University Boulevard and 12th West. Madison High School is located to the west of Iron Horse on the north side of University Boulevard. Traffic from the school affects the morning peak hour, the noon hour when students leave the school for lunch, and the release time at 3:30 PM Monday-Thursday (2:15 on Friday). The enrollment at Madison High School is nearly 1200 students. ROADWAY CHARACTERISTICS UNIVERSITY BOULEVARD University Boulevard is a two-lane road that runs from just west of Madison High School, under US-20, and then curves north to go towards the university. The speed limit is 25 miles-per-hour (mph) in the project area, and 35 mph to the east of the development. 12TH WEST 12th West is a rural two-lane road that runs north/south past the project area. The speed limit is 35 mph. EXISTING TRAFFIC CONDITIONS Weekday AM, Noon, and PM turning movement counts were performed at the intersection of 12 th West and University Boulevard Intersection geometry, control, and turn pocket lengths were obtained by field review and entered with the turning movement volumes into Synchro 10 for analysis. Future traffic data was forecasted for the AM and PM peak hours using historic traffic counts as discussed in the Projected Traffic section. Existing turning movement counts were used to establish a base condition for the analysis and provide a comparison for future traffic impacts from the proposed development. The existing turning movement counts are shown in Figure 2. SCALE: DATE: Iron Horse Division I Development Existing AM, Noon, & PM Peak Traffic Turn Movement Volumes FIGURE 2 N/A 3/2021 2194 SNAKE RIVER PARKWAY SUITE #205 IDAHO FALLS, ID (208) 522-1223 1 AM PEAK HOUR NOON PEAK HOUR 2 AM PEAK HOUR 3 AM PEAK HOUR PM PEAK HOUR PM PEAK HOUR 1 2University Boulevard 12 t h W e s t US - 2 0 PM PEAK HOUR 3 Iron Horse D ivision I Traffic Impact Study 4 In order to quantify the traffic conditions currently exhibited in the study area, the roadway geometries and traffic data were entered in the Synchro 10 software package. Using the 6th edition of Highway Capacity Manual (HCM) method of calculating intersection delay, a Level of Service (LOS) grade was assigned to the intersection for both the AM, Noon, and PM peak hours. Level of Service (LOS) is a term used by the HCM to describe the traffic operations of an intersection, based on congestion and delay. LOS ranges from A (almost no congestion or delay) to F (traffic demand exceeds capacity and intersection experiences long queues and delay). LOS E is the threshold when the intersection exceeds an acceptable standard and intersection improvements are required. The delay criteria used to assign a letter grade to an intersection for signalized and unsignalized intersections is shown below in Table 1. The full Synchro reports are included in the Appendix. Table 1-Intersection Level of Service Table 2 shows the existing LOS conditions at the study intersections. Table 2-Existing LOS Analysis The intersections on University Boulevard at 12th West and the US-20 northbound ramps operate at an acceptable LOS C or above. The intersection at the US-20 southbound ramps however is operating at a failing LOS in the peak hours. The interchange is planned to be rebuilt as a diverging diamond interchange (DDI) by 2023. The new interchange should mitigate any unacceptable delays that exist. EXISTING QUEUE LENGTH ANALYSIS A queue length analysis was performed by using the SimTraffic modeling software to model the maximum queue lengths at each intersection. Table 3 shows the maximum queue length at each intersection as well as the approach where the maximum queue occurs. Average Delay (sec/veh) Level of Service Average Delay (sec/veh) Level of Service Average Delay (veh/sec) Level of Service 12th West & University Boulevard 19.0 C 13.4 B 13.7 B University Boulevard & US-20 Southbound Ramp 137.1 F -- --188.0 F University Boulevard & US-20 Northbound Ramp 13.1 C -- -- 18.0 C Intersection AM Peak Hour Midday Peak Hour PM Peak Hour Iron Horse D ivision I Traffic Impact Study 5 Table 3-Existing Queue Length Analysis The max queue lengths and their approaches give insight into where the traffic at the intersection is waiting the longest. In the case of these intersections, vehicles have trouble turning onto University Boulevard to travel east. Projected Traffic In order to successfully analyze traffic conditions for future scenarios, existing traffic is grown based on the projected growth in the surrounding area. To find an appropriate growth rate, historic average annual daily traffic (AADT) counts from the Idaho Transportation Department (ITD) were analyzed for 12th West, University Boulevard, and Yellowstone Parkway. Table 4 shows the AADT for the roadways around the Iron Horse development. Growth per year in the area has ranged from 3.85 percent to almost 7 percent. From 2017 to 2019 the growth averaged 4.25 percent. For this traffic study, four percent growth was used estimate future traffic around the development. Table 4-Average Growth from Historic Data TRIP GENERATION The estimated number of vehicle trips to be generated by the development was calculated using the methodology found in the Institute of Transportation Engineers (ITE) Trip Generation Manual 10 th edition. The following ITE Land Uses were used for this development: 150: Warehousing 842: Recreational Vehicle Sales 934: Fast-Food Restaurant with Drive-Through Maximum Queue Length Approach Maximum Queue Length Approach 12th West & University Boulevard 88' SBL 76' SBL University Boulevard & US-20 Southbound Ramp 138' SBL 134' SBL University Boulevard & US-20 Northbound Ramp 85' NBR 186' NBR Intersection AM Peak Hour PM Peak Hour Roadway 3 Year 5 Year 10 Year 2019 AADT 2018 AADT 2017 AADT 2016 AADT 2015 AADT 2014 AADT 2013 AADT 2012 AADT 2011 AADT 2010 AADT 2009 AADT 2008 AADT 4000 3600 3,600 3,600 3,600 3,400 3,400 3,000 1,400 1,400 1,400 1,400 11.11% 0.00% 0.00% 0.00% 5.88% 0.00% 13.33% 114.29% 0.00% 0.00% 0.00% 10,500 11,000 10,000 9,900 9,900 9,000 9,000 9,000 11,000 11,000 11,000 13,000 -4.55% 10.00% 1.01% 0.00% 10.00% 0.00% 0.00% -18.18% 0.00% 0.00% -15.38% 7,000 5,800 5,800 5,800 5,800 5,600 5,600 5,800 3,200 3,200 3,200 3,200 20.69% 0.00% 0.00% 0.00% 3.57% 0.00% -3.45% 81.25% 0.00% 0.00% 0.00% 9.28% 6.96% University Blvd at 12th West 3.70% 13.15% Yellowstone Highway at University Blvd 4.85% 2.15% -1.55% 12th West at 1000 South 3.29% 3.40% 3.85%4.25%Average 6.90% Iron Horse D ivision I Traffic Impact Study 6 A description of these land uses can be found in the Appendix. Table 5 shows the estimated trip generation of the development in each phase. It was assumed that each Fast-Food Restaurant will be 2,500 square feet. Table 5-Trip Generation for the Proposed Iron Horse Development Trip Distribution The new trips estimated to be generated from the proposed development were distributed onto the roadway network based on the proposed site access locations, existing turning movements, existing traffic patterns, and proximity to major roadways. Figure 3 shows the trip distribution to and from the Iron Horse development and the surrounding areas. Figure 3-Trip Distribution for the Iron Horse Development Iron Horse D ivision I Traffic Impact Study 7 Traffic Analysis Future traffic was analyzed by projecting the existing 2021 traffic based on the historical data and growth rate discussed previously. The development traffic was then added to the background traffic to estimate the total future traffic. The AM and PM peak hours were analyzed for the future development scenarios. The noon hour was not analyzed because the ITE Trip Generation manual does not keep data for the noon hour. 2026 BACKGROUND TRAFFIC Future traffic was analyzed by projecting the existing 2021 traffic based on the historical data and growth rate discussed previously. The 2026 turning movement counts without the development traffic are shown in Figure 4. Table 6 shows the LOS analysis for the 2026 traffic. Table 6-2026 LOS Analysis The intersections on University Boulevard at 12th West and the US-20 northbound ramps operate at an acceptable LOS D or above in 2026. LOS D is beginning to approach capacity, but is still considered acceptable. The intersection at the US-20 southbound ramps, however, continues operating at a failing LOS in the peak hours. The DDI will be constructed by the buildout of the Iron Horse development. In a DDI, left-turn and through movements are relocated to the opposite side of the road and two signals are used to regulate the crossover points. In a study done by the FHWA using a VISSIM traffic model, a DDI was shown to have less delays, fewer stops, reduced stop times, and shorter queue lengths compared to a conventional interchange design. The introduction of a DDI reduced delay by 15 to 60 percent. The simulation also showed that volumes of left-turn movements (veh/h/lane) could be twice that of the corresponding left-turn volumes of a conventional diamond interchange. The DDI study by the FHWA can be found in the Appendix of this report. The improvements that would come with a DDI are likely to improve the operation of the intersection at University Boulevard and the US-20 southbound ramps. The main movement causing delay is the southbound left movement which would be greatly improved with a signal and a DDI traffic pattern where the left movement from the ramp is the main movement. For the purposes of this report, it is assumed that the delays at the ramp intersections will be resolved by the construction of the DDI in this location. Average Delay (sec/veh) Level of Service Average Delay (veh/sec) Level of Service 12th West & University Boulevard 29.9 D 17.1 C University Boulevard & US-20 Southbound Ramp * F * F University Boulevard & US-20 Northbound Ramp 16.0 C 31.8 D *indicates high delay, the software stops calculating at 300 sec/veh Intersection AM Peak Hour PM Peak Hour SCALE: DATE: Iron Horse Division I Development 2026 Background AM, & PM Peak Traffic Turn Movement Volumes FIGURE 4 N/A 3/2021 2194 SNAKE RIVER PARKWAY SUITE #205 IDAHO FALLS, ID (208)522-1223 1 AM PEAK HOUR 2 AM PEAK HOUR 3 AM PEAK HOUR PM PEAK HOUR PM PEAK HOUR 1 2University Boulevard 12 t h W e s t US - 2 0 PM PEAK HOUR 3 Iron Horse D ivision I Traffic Impact Study 9 2026 QUEUE LENGTH ANALYSIS Table 7 shows the maximum queue lengths at the intersection of 12 th West and University Boulevard. The US-20 on and off ramps were not included because the maximum queue lengths will change with the introduction of the DDI. Table 7-2026 Queue Length Analysis The southbound left movement continues to have the maximum queue at this intersection. 2026 TRAFFIC WITH DEVELOPMENT 2026 traffic with the addition of the proposed development traffic was estimated by adding the distributed development traffic to the projected 2026 traffic. The estimated turning movement counts are shown in Figure 5. Table 8 shows the percentage of traffic in 2026 that is from the proposed project. Between 20- and 25-percent of the future traffic is anticipated to be from the proposed development. Table 8- 2026 Traffic Percentages Table 9 shows the LOS analysis for the projected 2026 traffic with development traffic. Table 9-2026 with Development Traffic LOS Analysis The proposed accesses for the development are anticipated to operate at LOS B or above as stop- controlled intersections. The intersection of University Boulevard with the US-20 southbound ramps continue to fail. With the new traffic from the development, the northbound ramp intersection also Maximum Queue Length Approach Maximum Queue Length Approach 12th West & University Boulevard 104' SBL 111' SBL Intersection AM Peak Hour PM Peak Hour Average Delay (sec/veh) Level of Service Average Delay (veh/sec) Level of Service 12th West & University Boulevard 136.5 F 79.7 F University Boulevard & US-20 Southbound Ramp * F * F University Boulevard & US-20 Northbound Ramp 34.5 D 47.0 E University Boulevard & Development West Access 10.0 B 9.0 A University Boulevard & Development East Access 11.6 B 9.3 A 12th West & Development North Access 10.4 B 10.5 B 12th West & Development South Access 9.4 A 9.7 A *indicates high delay, the software stops calculating at 300 sec/veh Intersection AM Peak Hour PM Peak Hour Iron Horse D ivision I Traffic Impact Study 10 becomes a LOS E in the PM peak hour, which is considered unacceptable. As mentioned previously, it is anticipated that the capacity of the interchange will be increased significantly with the construction of the DDI. The interchange is anticipated to achieve acceptable LOS at the two ramp terminal intersections. The intersection at 12th West and University Boulevard is anticipated to fail with the introduction of the proposed development traffic. Recommended mitigations will be discussed following the queue length analysis. SCALE: DATE: Iron Horse Division I Development 2026 Traffic with Development AM, & PM Peak Traffic Turn Movement Volumes FIGURE 5 N/A 3/2021 2194 SNAKE RIVER PARKWAY SUITE #205 IDAHO FALLS, ID (208)522-1223 1 AM PEAK HOUR 2 AM PEAK HOUR 3 AM PEAK HOUR PM PEAK HOUR PM PEAK HOUR 1 2University Boulevard 12 t h W e s t US - 2 0 PM PEAK HOUR 345 6 7 5 AM PEAK HOUR 6 AM PEAK HOUR 7 AM PEAK HOUR PM PEAK HOUR PM PEAK HOUR PM PEAK HOUR 4 AM PEAK HOUR PM PEAK HOUR Iron Horse D ivision I Traffic Impact Study 12 2026 WITH DEVELOPMENT TRAFFIC QUEUE LENGTH ANALYSIS Table 10 shows the Queue Length Analysis for the 2026 traffic with the addition of the project traffic. Table 10-2026 Queue Length Analysis with Development Traffic Intersection AM Peak Hour PM Peak Hour Maximum Queue Length Approach Maximum Queue Length Approach 12th West & University Boulevard 140' NBLTR 192' SBL University Boulevard & Development West Access 88' WBLT 64' WBLT University Boulevard & Development East Access 44' WBLT 30' WBLT 12th West & Development North Access 59' EBL 78' EBL 12th West & Development South Access 31' EBL/EBR 36' EBL The maximum queue length at 12th West and University Boulevard occurs on the southbound approach. Vehicles stopped at the stop sign do not have enough gaps to cross or turn onto University Boulevard when the Iron Horse traffic is added to the intersection. The maximum queue lengths at each of the access also represent the amount of storage each access should have. For example, at the West Access on University Boulevard, the maximum queue length occurs during that AM peak hour and is 88 feet. At least 88 feet of storage should be provided at that access. 2026 DEVELOPMENT MITIGATIONS AT 12TH WEST & UNIVERSITY BOULEVARD To mitigate the failing LOS at the intersection of 12th West and University Boulevard, the intersection was modeled in Synchro 10 with the existing geometry and the following mitigations: a four-way stop controlled intersection, and a traffic signal at the intersection. Table 11 shows the LOS at the intersection with the two mitigations. Table 11-2026 LOS Analysis with Mitigations at 12th West and University Boulevard With a four-way stop, the delay is greatly reduced at the intersection. The delay decreases from 136.5 seconds in the AM peak to 57.9 seconds. The delay in the PM peak decreases from 79.7 seconds to 19.3 seconds. The intersection still operates at LOS F during the AM peak hour, but the PM peak hour is expected to operate at an acceptable LOS C with a four-way stop. A four-way stop may be an interim solution if a signal cannot be built at the time the Iron Horse development reaches buildout. The signal operates at an acceptable LOS B in the AM peak and LOS A in the PM peak. The delay decreases from 136.5 seconds at the two-way stop to 12 seconds with a signal in the AM peak hour, and from 79.7 seconds to 9.6 seconds in the PM peak. Average Delay (sec/veh) Level of Service Average Delay (veh/sec) Level of Service Four-way Stop 57.9 F 19.3 C Signal 12.0 B 9.6 A Mitigation AM Peak Hour PM Peak Hour Iron Horse D ivision I Traffic Impact Study 13 2026 Queue Length Analysis for Mitigations at 12 th West and University Boulevard Table 12 shows the results of the queue length analysis for the four-way stop and signal at 12 th West and University Boulevard. With a four-way stop, the maximum queue occurs in the AM peak hour on the westbound leg. The traffic trying to get to the school in the morning backs up at the westbound stop sign. In the PM peak, the maximum queue occurs in the southbound left movement. Table 12-2026 Mitigations Queue Length Analysis At the signal, the delays are significantly lower than the four-way stop, but the queue lengths are longer. This is typically expected at a signal. If these mitigations are used, the recommended storage length is the maximum queue length. In this case, the longest queue length occurs during the morning peak hour in the westbound-through movement. Left turns usually create the longest queue lengths, which occurs in the PM peak hour, but the number of vehicles traveling west to Madison High School in the morning causes the through movement to require a longer storage length. Recommendations The intersection of University Boulevard and the US-20 southbound ramps is currently operating at a failing LOS. The DDI planned for the interchange by 2023 is expected to mitigate the failing LOS. With the addition of the Iron Horse development traffic in 2026, the northbound ramp intersection will also fail. This is also expected to operate at an acceptable LOS with the DDI. The development is also expected to contribute to a failing LOS at the intersection of 12 th West and University Boulevard. This may be mitigated by a signal at the intersection. The signal would be approximately 960 feet from the nearest signal at the planned DDI. If a signal is used to mitigate the effects of traffic at this intersection, it is recommended that the signal be coordinated with the planned DDI signals due to its proximity to the DDI. A four-way stop may be an interim solution at the intersection with the understanding that it will still operate at a failing LOS in the AM peak hour. The proposed accesses operate at an acceptable LOS. The storage length of the access should be at least the length of the maximum queue lengths. Maximum Queue Length Approach Maximum Queue Length Approach Four-way Stop 184' WBT 105' SBL Signal 232' WBT 149' SBL Mitigation AM Peak Hour PM Peak Hour Iron Horse D ivision I Traffic Impact Study A Appendix A: Site Plan H:\!2020\ID-2676-2009 BV University Blvd. Surveys\Project Data\02 CAD\2.03 Sheet Files\Construction Drawings\C.1.0_COVER SHEET.dwg - C.1.0_COVER SHEET - 2/05/2021 11:50pm, jalen.fuhriman 1 5 RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE C PR O J E C T CH E C K E D D B A # 2 3 4 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTIONREVISIONS DESCRIPTIONBYDATEREV 2194 Snake River Parkway Suite 205 Idaho Falls, ID 83402 (208) 522-1223 ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 CO V E R S H E E T BV I R O N H O R S E I RE X B U R G , I D A H O 1 C.1.0 51 78 95 20I- 8 4 93 I- 8 4 I-86 I - 1 5 I- 1 5 I - 1 5 30 34 2 6 9 3 20 33 75 26 20 2 6 2 8 75 21 93 55 I - 8 4 52 95 95 95 12 1 3 9 5 95 I-90 95 95 M O N T A N A W Y O M I N G UTAH CANADA WA S H I N G T O N OR E G O N BOUNDARY BONNER KOOTENAI SHOSHONE BENEWAH LATAH CLEARWATER NEZ PERCE LEWIS IDAHO ADAMS WASHINGTON VALLEY LEMHI CUSTER CLARK FREMONT BOISEGEM PAYETTE BLAINE CAMAS ELMOREADA CANYON OWYHEE BUTTE LINCOLNGOODING JEROME TWIN FALLS CASSIA MINIDOKA POWER ONEIDA BANNOCK CARIBOU FRANKLIN BEAR LAKE BINGHAM BONNEVILLE JEFFERSON MADISON TETON NEVADA STATE MAP VICINITY MAP PROJECT SITE University Blvd Be l l C o r n e r R d ENGINEER: HORROCKS ENGINEERS Know what's below. Call before you dig. R SITE PLAN FOR BV IRON HORSE I CITY OF REXBURG, IDAHO 2194 Snake River Parkway, Suite 205 Idaho Falls, ID 83402 (208) 522-1223 CONTACT: LEITH SHEETS, PE OWNER/APPLICANT: IRON HORSE I PROPERTIES LLC, 2194 SNAKE RIVER PARKWAY, ST 300 Idaho Falls, ID 83402 (208) 523-3794 CONTACT: TANA BARNEY BASIS OF BEARING: CENTRAL MERIDIAN OF THE EAST ZONE OF THE IDAHO STATE PLANE COORDINATE SYSTEM University Blvd Burton Oil Rd. UTILITIES: POWER- ROCKY MOUNTAIN POWER GAS- INTERMOUNTAIN GAS SEWER- CITY OF REXBURG WATER- CITY OF REXBURG Be l l C o r n e r R d SHEET INDEX PAGE #SHEET #SHEET TITLE 1 C.1.0 COVER SHEET 2 C.1.1 GENERAL NOTES 3 C.1.2 LEGEND 4 C.1.3 FINAL PLAT 5 C.2.0 EXISTING & DEMOLITION 6 C.3.0 OVERALL SITE PLAN 7 C.3.1 SITE PLAN - NORTH 8 C.3.2 SITE PLAN - CENTRAL 9 C.3.3 SITE PLAN - SOUTH 10 C.3.4 SITE PLAN DETAILS 11 C.4.0 OVERALL GRADING PLAN 12 C.4.1 GRADING PLAN - NORTH 13 C.4.2 GRADING PLAN - CENTRAL 14 C.4.3 GRADING PLAN SOUTH 15 C.5.0 OVERALL UTILITY & DRAINAGE PLAN 16 C.5.1 UTILITY & DRAINAGE PLAN 17 C.5.2 12TH NORTH PP 18 C.5.3 12TH SOUTH PP 19 C.5.4 UNIVERSITY BLVD PP 20 C.5.5 PRIVATE PP 21 C.5.6 PRIVATE PP 2 22 C.5.7 SITE DRAINAGE PLAN 23 C.6.0 EROSION CONTROL CP#BENCHMARK: CP#1 ELEV:4850.73 N:779480.3333 E:748423.1904 FOUND: BC CP#4 ELEV:4849.60 N:776863.8415 E:748441.7228 FOUND: BC CP#11 ELEV:4851.08 N:778147.1417 E:748475.8091 FOUND: IR-5 CP#12 ELEV:4846.35 N:779476.6393 E:745794.2787 FOUND: IR-5 - VERTICAL CONTROL DATUM BASED ON NAVD88 H O R R O C K S E N G I N E E R S 02-05-21 RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION 01.18.21 11:02 AM | H:\!2020\ID-2676-2009 BV University Blvd. Surveys\Project Data\02 CAD\2.03 Sheet Files\Construction Drawings\C.1.1_GENERAL NOTES.dwg Know what's below. Call before you dig. R 1.ALL CONTRACTORS WORKING WITHIN THE PUBLIC ROAD RIGHT-OF-WAY ARE REQUIRED TO SECURE A RIGHT-OF-WAY CONSTRUCTION PERMIT FROM ITD AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO ANY CONSTRUCTION. GENERAL NOTES UTILITY NOTES INTERMOUNTAIN GAS COMPANY 1527 HOLLIPARK DR. IDAHO FALLS, IDAHO 83401 (208) 542-6600 NATURAL GAS POWER CITY OF REXBURG PUBLIC WORKS 35 NORTH 1ST EAST REXBURG, IDAHO 83440 (208) 372-2320 WATER / SEWER ROCKY MOUNTAIN POWER 170 W 2ND N REXBURG, ID 83440 (208) 359-6155 UTILITY CONTACTS 1. THE STANDARD SPECIFICATIONS AND DRAWINGS USED FOR THIS PROJECT ARE CITY OF REXBURG ENGINEERING DEPARTMENT STANDARD SPECIFICATIONS AND DRAWINGS,CITY OF IDAHO FALLS ENGINEERING DEPARTMENT STANDARD SPECIFICATIONS(2018). CITY OF IDAHO FALLS PUBLIC WORKS DIVISION ENGINEERING DEPARTMENT STANDARD DRAWINGS(2018), AND IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION(ISPWC, 2017). 2. ALL SURPLUS EXCAVATION SHALL BE REMOVED FROM SITE AS PART OF THE PROJECT AND DISPOSED OF AT AN APPROVED LOCATION. 3. ALL CONSTRUCTION OF WATER, SEWER AND STORM SHALL BE TO THE CITY OF IDAHO FALLS STANDARDS UNLESS SPECIFIED OTHERWISE BY THE CITY OF REXBURG. THE SPECIFICATIONS AND DRAWINGS ARE AVAILABLE ONLINE AT: http://www.idahofallsidaho.gov/ OR http://rexburg.org/ 4. ALL CONSTRUCTION OF STREETS LOCATED WITHIN THE CITY RIGHT-OF-WAY SHALL BE TO THE CITY OF REXBURG STANDARDS. 5. THE CONTRACTOR SHALL LOCATE, RETAIN, AND PROTECT ALL EXISTING UTILITIES UNLESS DESIGNATED TO BE REMOVED. 7. ALL UTILITIES ADJUSTMENT OF MANHOLES, WATER VALVES, ETC. SHALL BE ADJUSTED TO FINISH GRADE BY THE CONTRACTOR AFTER PAVING AND LANDSCAPING ARE COMPLETE. 8. CONTRACTOR IS REQUIRED TO HAVE A SWPPP IN PLACE PRIOR TO ANY EARTH WORK OR CONSTRUCTION. 9. CONTRACTOR IS REQUIRED TO MAINTAIN THE SWPPP UNTIL THE NOTICE OF TERMINATION (NOT) IS FILED. 10. ANY MODIFICATION TO THE CONSTRUCTION, TO THE CONSTRUCTION SCHEDULE, OR TO THE CONSTRUCTION PHASE LIMITS SHALL BE APPROVED BY THE CITY ENGINEER. PRIOR TO SAID APPROVAL ALL IMPROVEMENT DRAWINGS SHALL BE RE-SUBMITTED TO THE CITY ENGINEER DEPT. SHOWING THE PROPOSED CHANGES. 11. CONTRACTOR IS RESPONSIBLE TO CONTROL ALL TEMPORARY STORM WATER POLLUTION AND DUST ABATEMENT DURING THE CONSTRUCTION PHASE AS REQUIRED BY THE FEDERAL CLEAN WATER ACT. 12. ALL STORM PIPE AND SANITARY SEWER PIPE SHALL BE TO THE CITY OF REXBURG STANDARDS. 13.THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. THE CONTRACTOR ASSUMES ALL RESPONSIBILITY FOR ANY AND ALL DAMAGES CAUSED BY HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. 14.THE CONTRACTOR SHALL MAINTAIN ALL EXISTING DRAINAGE FACILITIES WITHIN THE CONSTRUCTION AREA UNTIL THE DRAINAGE IMPROVEMENTS ARE IN PLACE AND FUNCTIONING. 15.ALL CONTRACTORS WORKING WITHIN THE PROJECT BOUNDARIES ARE RESPONSIBLE FOR COMPLIANCE WITH ALL APPLICABLE SAFETY LAWS OF ANY JURISDICTIONAL BODY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL BARRICADES, SAFETY DEVICES AND CONTROL OF TRAFFIC WITHIN AND AROUND THE CONSTRUCTION AREA. 16.THE CONTRACTOR SHALL KEEP ON SITE AT ALL TIMES A COPY OF THE APPROVED CONSTRUCTION PLANS ON WHICH IS RECORDED THE ACTUAL LOCATIONS OF THE CONSTRUCTED UTILITIES AND ANY OTHER UTILITIES ENCOUNTERED. THE CONTRACTOR SHALL PROVIDE THESE LOCATIONS TO THE DESIGN ENGINEER. 17.THE CONTRACTOR(S) SHALL REMOVE ALL OBSTRUCTIONS, BOTH ABOVE AND BELOW GROUND, AS REQUIRED FOR THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS. THIS SHALL INCLUDE CLEARING AND GRUBBING WHICH CONSISTS OF CLEARING THE GROUND SURFACE OF ALL TREES, STUMPS, BRUSH, UNDERGROWTH, HEDGES, HEAVY GROWTH OF GRASS OR WEEDS, FENCES, STRUCTURES, DEBRIS, RUBBISH, AND SUCH MATERIAL WHICH IN THE OPINION OF THE ENGINEER, IS UNSUITABLE FOR THE FOUNDATION OF PAVEMENTS. ALL MATERIAL NOT SUITABLE FOR FUTURE USE ON SITE SHALL BE DISPOSED OF OFF SITE. 18.CONTRACTOR IS REQUIRED TO CALL DIG LINE OF IDAHO 1-800-342-1585 AT LEAST (2) BUSINESS DAYS PRIOR TO CONSTRUCTION, TO DETERMINE LOCATION OF UNDERGROUND UTILITIES. 19.THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL RECOMMENDATIONS WITHIN THE GEOTECHNICAL REPORT. 20.GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK AND BETWEEN TRADES. SUB-CONTRACTORS ARE ALSO RESPONSIBLE FOR COORDINATION WITH OTHER TRADES AND DISCIPLINES INCLUDED IN THE CONTRACT DOCUMENTS. IF ANY DISCREPANCIES ARE FOUND, THE GENERAL CONTRACTOR IS TO NOTIFY ENGINEER IMMEDIATELY BEFORE COMMENCEMENT OF WORK. NO EXTRA COSTS TO THE PROJECT WILL BE INCURRED DUE TO FAILURE OF GENERAL CONTRACTOR AND/OR SUB-CONTRACTORS TO REVIEW CONTRACT DOCUMENTS AND COORDINATE WITH OTHER TRADES. 21.ALL TRAFFIC CONTROL SHALL CONFORM TO THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES AND CITY STANDARDS. 22.THE CONTRACTOR MUST OBTAIN A PERMIT FROM THE BUILDING DEPARTMENT FOR ANY WALLS GREATER THAN 4' IN HEIGHT CONSTRUCTED WITHIN THE PROJECT. ALL ROCK WALLS CONSTRUCTED WITHIN THE PROJECT MUST BE CERTIFIED AND INSPECTED BY A LICENSED ENGINEER PRIOR TO THE CITY'S FINAL ACCEPTANCE. 1.THE WATER LINE CONSTRUCTION SHALL CONFORM TO REXBURG STANDARD DRAWINGS & SPECIFICATIONS AND THE DEPARTMENT OF ENVIRONMENTAL QUALITY REGULATIONS OF PUBLIC DRINKING WATER SYSTEMS AND DISINFECTION SPECIFICATIONS SHOULD BE TO ANSI/AWWA C 651-92: DISINFECTION OF WATER MAINS STANDARDS. 2.THE CONTRACTOR SHALL MAINTAIN 10' HORIZ. AND 18'' VERT. SEPARATION BETWEEN WATER AND NON-POTABLE LINES. WATER SEWER 1.ALL SANITARY SEWER PIPE SHALL BE TO THE PROJECT STANDARDS. 2.CONTRACTOR SHALL INSTALL ALL SANITARY SEWER MAINS AND SERVICE LINES PRIOR TO INSTALLING ANY WATER SYSTEM IMPROVEMENTS. ADJUST WATER LINES AS PER PLANS TO MAINTAIN SEPARATION OF MAIN LINES AND TO AVOID SANITARY SEWER SERVICE LINES. 3.THE CONTRACTOR SHALL MAINTAIN 10' HORIZ. AND 18'' VERT. SEPARATION BETWEEN WATER AND NON-POTABLE LINES. 4.ALL NEW AND EXISTING SEWER SYSTEMS WILL BE MANDREL AND AIR TESTED. 5.ALL REMOVED EXISTING SEWER OR WATER UTILITIES SHALL EITHER BE SALVAGED OR PROPERLY DISPOSED OF ACCORDING TO GOVERNING REGULATIONS. 6.SEWER LATERALS MAY EITHER BE COMPLETELY REMOVED OR ABANDONED IN PLACE. LATERALS TO BE REMOVED SHALL BE CUT AT THE MAIN AND CAPPED ON BOTH ENDS AS INDICATED IN NOTE 6 ABOVE. A.HORROCKS ENGINEERS HAS PREPARED GRADING PLANS AND SIZED DRAINAGE FACILITY SHOWN ON THIS PLAN TO CONTAIN THE RUNOFF FROM THE CITY OF REXBURG SPECIFIED DESIGN STORM EVENT FOR THE PROPOSED SITE. ONLY. B.ALL IMPORTED STRUCTURAL FILL, IF REQUIRED, SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO DELIVERY TO THE SITE C.THE GRADING AND DRAINAGE PLANS DO NOT IDENTIFY THE CONSTRUCTION METHODS, EQUIPMENT, PROCEDURES, AND OR SEQUENCING TO BE EMPLOYED BY THE CONTRACTOR. ALL GRADING OPERATIONS INCLUDING BUT NOT LIMITED TO SITE PREPARATION, SCARIFICATION, EXCAVATION, OVER-EXCAVATION, PLACEMENT OF FILLS, AND COMPACTION OF FILLS, SHALL BE PERFORMED BY THE CONTRACTOR IN CONFORMANCE WITH THE GEOTECHNICAL REQUIREMENTS FOR THE SITE AND ONSITE FIELD OBSERVATIONS AS REQUIRED BY THE GEOTECHNICAL FIRM. D.IT IS THE CONTRACTORS RESPONSIBILITY TO NOTIFY HORROCKS IMMEDIATELY IF THERE ARE ANY CONFLICTS BETWEEN THE REQUIREMENTS OF THE GRADING AND DRAINAGE PLANS AND THE REQUIREMENTS OF THE GEOTECHNICAL REPORT OR GEOTECHNICAL FIELD OBSERVATIONS. E.ALL EXCAVATION, GRADING, AND FILL OPERATIONS WITHIN THE BUILDING AREA SHOULD BE OBSERVED BY THE GEOTECHNICAL ENGINEER TO VERIFY SUBSOIL CONDITIONS AND DETERMINE ADEQUACY OF SITE PREPARATION, SUITABILITY OF FILL MATERIALS AND COMPLIANCE WITH COMPACTION REQUIREMENTS. F.THE CONTRACTOR SHALL PROVIDE SUITABLE METHODS & EQUIPMENT TO CONTROL DUST AND AIR POLLUTION CAUSED BY CONSTRUCTION OPERATIONS, THE CONTRACTOR SHALL ALSO PROVIDE SUITABLE MUD AND DIRT CONTAINMENT TO MAINTAIN THE WORK SITE. ACCESS ROADWAYS AND ADJACENT PROPERTIES IN A CLEAN CONDITION. G.ALL EXCAVATION AND GRADING SHALL BE IN ACCORDANCE WITH THE CURRENT REQUIREMENTS OF IDAHO CITY CODES, UNIFORM BUILDING CODES, AND THE GEOTECHNICAL INVESTIGATION STUDY. H.THE GEOTECHNICAL ENGINEER SHALL PROVIDE A FINAL GRADING REPORT TO CONFIRM WORK HAS BEEN PERFORMED IN CONFORMANCE WITH THEIR RECOMMENDATIONS. GRADING & DRAINAGE NOTES REVISIONS REV No.SHEET No.DATE OF REV DESCRIPTION ·IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION (ISPWC, 2017). ·GEOTECHNICAL REPORT - PREPARED BY MTI, FILE #E200203g AND DATED 11/24/2020 ·IDAHO DEQ TECHNICAL GUIDANCE MANUAL ·CITY OF REXBURG ENGINEERING STANDARDS (2016) NOTE: CONTRACTOR SHALL MAINTAIN A CURRENT COPY OF ALL PROJECT SPECIFICATIONS AND STANDARDS AT THE JOBSITE DURING CONSTRUCTION. PROJECT SPECIFICATIONS AND STANDARDS THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES OR STRUCTURES SHOWN ON THESE DRAWINGS ARE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE DRAWINGS AND WE ASSUME NO RESPONSIBILITY AS TO THE ACCURACY OF THEIR DEPICTED LOCATION ON THESE DRAWINGS. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITY LINES SHOWN, AND ALL OTHER LINES NOT OF RECORD OR NOT SHOWN ON THESE DRAWING BY VERIFICATION OF THEIR LOCATION IN THE FIELD PRIOR TO THE START OF CONSTRUCTION ACTIVITIES. ENGINEER'S NOTICE TO CONTRACTOR USE OF THE INFORMATION CONTAINED IN THIS INSTRUMENT FOR OTHER THAN THE SPECIFIC PURPOSE FOR WHICH IT WAS INTENDED AND FOR OTHER THAN THE CLIENT FOR WHOM IT WAS PREPARED IS FORBIDDEN UNLESS EXPRESSLY PERMITTED IN WRITING IN ADVANCE TO HORROCKS ENGINEERS, AND HORROCKS ENGINEERS SHALL HAVE NO LIABILITY TO ANY USE OF THIS INFORMATION WITHOUT THEIR WRITTEN CONSENT. LEGAL NOTICE TO CONTRACTOR ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 GE N E R A L N O T E S BV I R O N H O R S E I RE X B U R G , I D A H O 2 C.1.1 ROADWAY 02-05-21 RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION 3/4'' W 3/4'' W 1'' W 1'' W 2'' W 2'' W 3'' W 3'' W 4'' W 4'' W 6'' W 6'' W 8'' W 8'' W WATER PROPOSEDEXISTING W W A ALGEBRAIC GRADE CHANGE ABC AGGREGATE BASE COURSE AC ASPHALTIC CEMENT OR CONCRETE BC BUILDING CORNER BCR BACK OF CURB RETURN BFE BASE FLOOD ELEVATION BFF BASEMENT FINISH FLOOR ELEVATION BLDG BUILDING BM BENCHMARK BP BEGIN POINT BV BUTTERFLY VALVE BVC BEGIN VERTICAL CURVE BVCE BEGIN VERTICAL CURVE ELEVATION BVCS BEGIN VERTICAL CURVE STATION BVP BEGIN VERTICAL PROFILE BVW BOTTOM OF VISIBLE WALL C&G CURB & GUTTER CL CENTERLINE CB CATCH BASIN CLR CLEAR CO CLEANOUT CONC CONCRETE Cu COPPER C.Y.CYCUBIC YARD DIA DIAMETER DIP DUCTILE IRON PIPE DWG DRAWING E EAST OR EASTING EA EACH EL ELEVATION EOC EDGE OF CONCRETE EOP EDGE OF PAVEMENT EP END POINT ESMT EASEMENT EVC END VERTICAL CURVE EVCE END VERTICAL CURVE ELEVATION EVCS END VERTICAL CURVE STATION EVP END VERTICAL PROFILE EX EXISTING FF FINISHED FLOOR ELEVATION FE FLANGE END FG FINISHED GRADE ELEVATION FL FLOW LINE FJ FLANGE JOINT FM FORCE MAIN FPS FEET PER SECOND FT FOOT OR FEET FUT FUTURE G GAS LINE GB GRADE BREAK GFF GARAGE FINISHED FLOOR ELEVATION GV GATE VALVE HGL HYDRAULIC GRADE LINE HRZ HORIZONTAL HP HIGH POINT HWM HIGH WATER MARK ID INSIDE DIAMETER IN INCH(ES) IRR IRRIGATION (PRESSURIZED)/ NON-POTABLE K VERTICAL CURVE COEFFICIENT L LENGTH LF LINEAR FEET L/S LANDSCAPE LP LOW POINT LT LEFT MAX MAXIMUM MFR MANUFACTURER MGD MILLION GALLONS PER DAY MID MIDDLE MH MANHOLE MIN MINIMUM MJ MECHANICAL JOINT N NORTH OR NORTHING, FRICTION FACTOR N/A NOT APPLICABLE NTS NOT TO SCALE OC ON CENTER OD OUTSIDE DIAMETER OVHP OVERALL HIGH POINT OVLP OVERALL LOW POINT PC POINT OF CURVE PCC POINT OF COMPOUND CURVE PH PHASE PI POINT OF INTERSECTION PL PROPERTY LINE PRC POINT OF REVERSE CURVE PT POINT OF TANGENCY PUE PUBLIC UTILITY EASEMENT PVC POLYVINYL CHLORIDE PVI POINT OF VERTICAL INTERSECTION Q RATE OF FLOW R RADIUS R/W RIGHT OF WAY REV REVISION RT RIGHT S SLOPE S/W SIDEWALK SD STORM DRAIN SDMH STORM DRAIN MANHOLE SEC SECTION SPEC SPECIFICATIONS SSMH SANITARY SEWER MANHOLE SS SANITARY SEWER S/L STREETLIGHT STA STATION STD STANDARD SVE SIGHT VISIBILITY EASEMENT TBM TEMPORARY BENCH MARK TC TOP OF CONCRETE TBC TOP BACK OF CURB TEMP TEMPORARY TA TOP OF ASPHALT TF TOP OF FOOTING TG TOP OF GRATE TRW TOP OF RETAINING WALL TW TOP OF WALL TYP TYPICAL UTC UNTREATED BASE COURSE V VELOCITY VC VERTICAL CURVE VRT VERTICAL WTR WATER W/WITH MATCHLINE STA. XX+XX.XX SEE SHEET PP-XX UNKNOWN 18'' W 18'' W 24'' W 24'' W 30'' W 30'' W 36'' W 36'' W EXISTING PROPOSED ELECTRICAL MANHOLE # PROPOSED BUILDING FINISHED FLOOR ELEVATION PARKING STALL COUNT PROPOSED TBC SPOT ELEVATION (@ PC'S, PT'S & PL PROPOSED EOP SPOT ELEVATION (@ EDGE OF 75.19 75.19 FFE: XXXX.XX ABBREVIATIONSSTANDARD SYMBOLSHATCH PATTERNS SURFACE FEATURES BUILDING / PAD CONCRETE SIDEWALK / FLATWORK POOL DECK XERISCAPE HEAVY DUTY PAVEMENT SECTION LIGHT DUTY PAVEMENT SECTION RIPRAP CALLOUTS CONSTRUCTION KEYNOTE TAGS DETAIL REFERENCE 1-1/2'' W 1-1/2'' W SCALE: X - DETAIL NAME NTS ADA ACCESS RAMP TRUNCATED DOMES GRAVEL LANDSCAPE AREAS / GRASS 35 D00 OR DEMO PLAN OR GRADING PLAN OR SITE PLAN OR WATER OR SEWER OR STORM DRAIN OR IRRIGATION OR CABLE TV OR TELEPHONE OR GAS OR MISCELLANEOUS 66 36 81 51 91 94 97 A 01 G1 G9 D99 50 65 80 90 93 96 99 Z 00 00OR POWER FO TV TB E JB IR PP S SD W E T FO IR W G G TV T CO SD TP BH fo tv t jb ir pp s w e t fo ir w g g tv tb co e sd FIBER OPTIC MANHOLE TELEPHONE MANHOLE CABLE TV MANHOLE ELECTRICAL POWER POLE SIGNAL POLE ELECTRICAL BOX FIBER OPTIC BOX JUNCTION BOX TELEPHONE BOX TELEPHONE PEDESTAL CABLE TV BOX LIGHT POLE LIGHT POLE OPT 2 LIGHT POLE OPT 3 GAS MANHOLE GAS METER CLEANOUT SEWER MANHOLE IRRIGATION MANHOLE IRRIGATION BOX WATER MANHOLE WATER METER FIRE HYDRANT FIRE HYDRANT OPT 2 GATE VALVE GATE VALVE OPT 2 CROSS TEE 90° BEND 45° BEND 22.5° BEND 11.25° BEND WYE REDUCER CAP & PLUG STORM DRAIN MANHOLE AREA DRAIN ROUND AREA DRAIN SQUARE DROP INLET CURB INLET CURB INLET OPT 2 CURB INLET OPT 3 CURB DOUBLE INLET CURB DOUBLE INLET OPT 2 COMBO BOX OIL/WATER SAND/GREASE OIL/WATER SAND/GREASE OPT 2 FLARED END LARGE FLARED END SMALL SIGN BOLLARD BORE HOLE TEST PIT SD TP BH DECORATIVE BRICK / SIDEWALK / FLATWORK / LANDSCAPE AREAS 10'' W 10'' W 12'' W 12'' W 14'' W 14'' W 16'' W 16'' W 48'' W 48'' W 60'' W 60'' W 72'' W 72'' W 3/4 INCH 1 INCH 1-1/2 INCH 2 INCH 3 INCH 4 INCH 6 INCH 8 INCH 10 INCH 12 INCH 14 INCH 16 INCH 18 INCH 24 INCH 30 INCH 36 INCH 48 INCH 60 INCH 72 INCH 4'' SD 4'' SD 6'' SD 6'' SD 10'' SD 10'' SD 12'' SD 12'' SD 15'' SD 15'' SD 16'' SD 16'' SD 18'' SD 18'' SD STORM PROPOSEDEXISTING SD SDUNKNOWN 48'' SD 48'' SD 54'' SD 54'' SD 60'' SD 60'' SD 66'' SD 66'' SD 8'' SD 8'' SD 24'' SD 24'' SD 30'' SD 30'' SD 36'' SD 36'' SD 42'' SD 42'' SD 72'' SD 72'' SD 4 INCH 6 INCH 8 INCH 10 INCH 12 INCH 15 INCH 16 INCH 18 INCH 24 INCH 30 INCH 36 INCH 42 INCH 48 INCH 54 INCH 60 INCH 66 INCH 72 INCH 4'' SS 4'' SS 6'' SS 6'' SS 10'' SS 10'' SS 12'' SS 12'' SS 14'' SS 14'' SS 15'' SS 15'' SS 16'' SS 16'' SS SEWER PROPOSEDEXISTING SS SSUNKNOWN 8'' SS 8'' SS 18'' SS 18'' SS 24'' SS 24'' SS 30'' SS 30'' SS 36'' SS 36'' SS 4 INCH 6 INCH 8 INCH 10 INCH 12 INCH 15 INCH 16 INCH 18 INCH 24 INCH 30 INCH 36 INCH 14 INCH SERVICE LATERAL 1'' IRR 1'' IRR 2'' IRR 2'' IRR 6'' IRR 6'' IRR 8'' IRR 8'' IRR 10'' IRR 10'' IRR 12'' IRR 12'' IRR IRRIGATION PROPOSEDEXISTING IRR IRRUNKNOWN 4'' IRR 4'' IRR 1 INCH 2 INCH 4 INCH 6 INCH 8 INCH 10 INCH 12 INCH 18 INCH 24 INCH 30 INCH 36 INCH BEL BEL 2'' BEL 2'' BEL 4'' BEL 4'' BEL 6'' BEL 6'' BEL 8'' BEL 8'' BEL 10'' BEL 10'' BEL A-1/0 A-1/0 A-1/0 POWER PROPOSEDEXISTING OHP OHPOVERHEAD 3'' BEL 3'' BEL A-4/0 A-4/0 A-4/0 B-1/0 B-1/0 B-4/0 B-4/0 B-4/0 C-1/0 C-1/0 UNDERGROUND 2 INCH 3 INCH 4 INCH 6 INCH 10 INCH 1 PH A 1/0 1 PH A 4/0 1 PH B 1/0 1 PH B 4/0 1 PH C 1/0 8 INCH SERVICE LATERAL SERVICE LATERAL C-4/0 C-4/0 ABC-4/0 ABC-4/0 ABC-750 SEC SEC SL SL SL A-1/0A-1/0A-1/0 A-4/0A-4/0A-4/0 B-1/0B-1/0 B-4/0B-4/0B-4/0 C-1/0C-1/0 C-4/0C-4/0 ABC-4/0ABC-4/0 ABC-750 SECSEC SLSLSL 1 PH C 4/0 3 PH ABC 4/0 3 PH ABC 750A SECONDARY STREET LIGHT BCTV BCTV BFO BFO TEL TEL BTEL BTEL BTEL COMMUNICATIONS PROPOSEDEXISTING CTV CTVOVERHEAD CABLE TV FO FO UNDERGROUND CABLE TV OVERHEAD FIBER OPTIC UNDERGROUNG FIBER OPTIC OVERHEAD TELEPHONE UNDERGROUND TELEPHONE 1'' G 1'' G 2'' G 2'' G 6'' G 6'' G 8'' G 8'' G 12'' G 12'' G GAS PROPOSEDEXISTING G GUNKNOWN 4'' G 4'' G 1 INCH 2 INCH 4 INCH 6 INCH 8 INCH 12 INCH 3 INCH HPG HPGHIGH PRESSURE LD LDLAND DRAIN FILL FILL LOD LOD GB GB GB HWM HWM 1YR HWM 5YR HWM 10YR CUT CUT CUT HWM 25YR HWM 50YR HWM 100YR X X X X X CUT LINE FILL LINE LIMITS OF DISTURBANCE DITCH GRADE BREAK HIGH WATER MARK HIGH WATER MARK - 1 YEAR EVENT HIGH WATER MARK - 5 YEAR EVENT HIGH WATER MARK - 10 YEAR EVENT HIGH WATER MARK - 25 YEAR EVENT HIGH WATER MARK - 50 YEAR EVENT HIGH WATER MARK - 100 YEAR EVENT FENCE - BARBED FENCE - CHAIN LINK FENCE - DECORATIVE FENCE - WOOD WALL - BLOCK WALL - PANEL WALL - ROCK R/W RIGHT OF WAY WALL - CONCRETE CENTERLINE (ROAD/ENTITY) CURB & GUTTER PARCEL LINE PROPERTY BOUNDARY 10' PUBLIC UTILITY & DRAINAGE EASEMENT (P.U.E.) JUT TOP TOP TOP >>> MISCELLANEOUS PROPOSEDEXISTING DEMO TOE TOE UNKNOWN PIPE JOINT UTILITY TRENCH TOE OF SLOPE TOP OF SLOPE DIRECTIONAL FLOWLINE GUARDRAIL RAILROAD TRACKS EDGE OF PAVEMENT top top top toe toe PAINT STRIPE - SOLID PAINT STRIPE - DOUBLE SOLID PAINT STRIPE - BROKEN PAINT STRIPE - BIKE LANE INTERSECTION PAINT STRIPE - LANE DROP PAINT STRIPE - LANE LINE EXTENSION FUT FUT LTG LTG PED PED DET DET EXISTING/PROPOSED TRAFFIC SIGNAL - DETECTION CONDUIT PWR PWR SIG SIG TRAFFIC SIGNAL - FUTURE CONDUIT TRAFFIC SIGNAL - LIGHTING CONDUIT TRAFFIC SIGNAL - PEDESTRIAN CONDUIT TRAFFIC SIGNAL - POWER SOURCE CONDUIT TRAFFIC SIGNAL - SIGNAL CONDUIT 4000 4002 4000 4002 CONTOUR - MAJOR CONTOUR - MINOR N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 LE G E N D BV I R O N H O R S E I RE X B U R G , I D A H O 3 C.1.2 NOTE: NOT ALL HATCHES, LINETYPES, AND SYMBOLS SHOWN ON THIS SHEET ARE INCLUDED IN THIS PLAN SET. 02-05-21 1 56184 SQ FT 1.29 ACRES 2 54618 SQ FT 1.25 ACRES 3 61960 SQ FT 1.42 ACRES 4 81012 SQ FT 1.86 ACRES 5 376775 SQ FT 8.65 ACRES 6 179233 SQ FT 4.11 ACRES 7 65414 SQ FT 1.50 ACRES 8 9652 SQ FT 0.22 ACRES S0°23'20"E 273.14' S0°23'20"E 290.18' S0°23'08"E 390.00' S8 9 ° 5 5 ' 3 1 " W 20 7 . 6 6 ' N8 9 ° 3 5 ' 3 9 " E 62 6 . 3 8 ' N8 9 ° 5 5 ' 1 0 " E 6 7 6 . 3 9 ' S0°24'21"E 1308.29' N8 9 ° 5 6 ' 0 4 " E 6 7 6 . 3 9 ' S0°24'21"E 1308.19' 245.79'390.00' 20 7 . 8 0 ' 24 0 . 3 8 ' 19 3 . 0 0 ' 19 3 . 0 0 ' 284.28'342.66' 288.00'729.04'291.24' 16 7 . 0 0 ' N8 9 ° 5 5 ' 3 1 " E 2633.86' 1308.26' 36 ' C R O S S AC C E S S E A S E M E N T 40' CROSS ACCESS & P.U.E 20'20' 15' P.U.E. 15 ' P . U . E . C 1 C 2 C 3 C4 45.39' 45 9 . 3 8 ' 50 . 0 0 ' 50 . 0 0 ' Curve Table Curve # C1 C2 C3 C4 Length 193.80' 48.13' 193.72' 25.93' Radius 2246.00' 2346.00' 2346.00' 2346.00' Delta 4°56'38" 1°10'32" 4°43'52" 0°38'00" Chord Direction S83°48'30"W S81°55'27"W S84°52'39"W S87°33'34"W Chord Length 193.74' 48.13' 193.66' 25.93' RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 FI N A L P L A T BV I R O N H O R S E I RE X B U R G , I D A H O 4 C.1.3 IRON HORSE DIVISION No.1 AN ADDITION TO THE CITY OF REXBURG, MADISON COUNTY, IDAHO PART OF THE SE 1/4 OF SECTION 35, T. 6 N., R. 39 E., B.M. -2021- H O R R O C K S E N G I N E E R S N 0 100'200' SCALE: 1" = 100' SUBDIVISION BOUNDARY LINE LOT LINE PUBLIC UTILITIES EASEMENT LINE (P.U.E.) (OR AS NOTED OTHERWISE) STREET CENTERLINE SET P.L.S.S. CORNER AS NOTED SECTION LINE CALCULATED POINT POINT OF BEGINNINGP.O.B. SET 1/2" REBAR W/ PLASTIC CAP - P. L.S. 12457 PUBLIC UTILITIES EASEMENTP.U.E. CENTRAL MERIDIAN OF THE EAST ZONE OF THE IDAHO STATE PLANE COORDINATE SYSTEM FOUND 5/8" REBAR WITH PLASTIC CAP - P.L.S. 12457 1.CONVEYED TO THE CITY OF REXBURG PURSUANT TO OWNERS DEDICATION ON SHEET 2 OF THIS PLAT 2.TOTAL RIGHT-OF-WAY DEDICATED TO THE CITY OF REXBURG IS 1.72 ACRES INTERIOR 1/2" REBAR W/ PLASTIC CAP P. L.S. 12457 SET AT A FUTURE DATE AS SHOWN ON INTERIOR MONUMENT COMPLETION CERTIFICATE 2194 Snake River Parkway Suite 205 Idaho Falls, Idaho Main: 208-522-1223 SHEET 1 of 2 S T ATE OF I D A H O R E G I S T ERE D C H RISTOPHE R A D A M S P R O F E S S I O N A L L AND SU R V E Y O R12457 PLAT SHOWN HEREON FOR HORIZONTAL CONTROL REFERENCE PURPOSES S. 12TH W. E COR SEC. 5 FOUND BRASS CAP IN SURVEY VAULT CP&F INST# 392495 (MONUMENTED BASIS OF BEARINGS) UNPLATTED S0°24'21"E 5250.42' UN I V E R S I T Y B L V D . SE COR SEC. 35 FOUND BRASS CAP IN SURVEY VAULT CP&F INST# 392506 UN P L A T T E D N8 9 ° 5 5 ' 1 0 " E 26 2 8 . 9 1 ' C 1/4 COR FOUND 5/8 REBAR WCAP STAMPED BARNES LS 826 THE PURPOSE OF THIS SURVEY IS TO SUBDIVIDE 20.314 ACRES INTO LOTS AND STREETS AS SHOWN HEREON. THE NORTH LINE OF THE SUBDIVISION BOUNDARY WAS DETERMINED BY THE RIGHT-OF-WAY LINE OF UNIVERSITY BOULEVARD AS SHOWN HEREON. THE EAST LINE OF THE SUBDIVISION BOUNDARY WAS DETERMINED BY THE EAST LINE OF SECTION 35 AS SHOWN HEREON. THE SOUTH LINE OF THE SUBDIVISION BOUNDARY WAS DETERMINED BY THE SOUTH LINE OF THE NORTH HALF OF THE SOUTHEAST QUARTER AS SHOWN HEREON. THE WEST LINE OF THE PROPERTY WAS DETERMINED BY THE DEVELOPMENT. PREL I M I N A R Y 02-05-21 t o b t o b t o b t o b t o b t o b t o b to b to b to b to b to b to b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b tob tob tob tob tob tob tob tob tob tob tob tob tob tob t o b t o b t o b tob tob tob t o b t o b t o b t o b t o b t o b t o b t o b to b to b to b to b to b to b to b to b to b f l f l f l f l f l f l f l f l f l f l f l f l fl f l fl fl fl fl fl fl fl fl fl fl f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l fl fl fl fl fl fl fl fl fl fl fl fl fl fl fl fl fl fl fl flfl f l f l f l f l f l f l fl fl fl fl fl f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l fl fl fl fl fl fl fl fl fl fl fl fl fl pp pp pp pp pp pp ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ssss s s t t w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w pp pp b e l b e l b e l b e l b e l b e l b e l b e l b e l t o e t o e toe toe toe toe toe toe t o e toe toe toe t o e t o e toe t o e t o e toe toe toe toe toe toe t o e toe toe toe t o e t o e toe t o e s s s s s s s s s s s s ss s s s s s s s s s s s s s s s s s s s s 1 56184 SQ FT 1.29 ACRES 2 54618 SQ FT 1.25 ACRES 3 61960 SQ FT 1.42 ACRES 4 81012 SQ FT 1.86 ACRES 5 376775 SQ FT 8.65 ACRES 6 179233 SQ FT 4.11 ACRES 65414 SQ FT 1.50 ACRES 8 9652 SQ FT 0.22 ACRES N8 9 ° 5 5 ' 1 0 " E 67 6 . 3 9 ' S0°24'21"E 1308.19' S8 9 ° 5 6 ' 0 2 " W 61 4 . 3 8 ' S0°24'21"E 1308.29' S8 9 ° 3 5 ' 3 9 " W 61 4 . 3 7 ' S0°23'20"E 273.14' S0°23'20"E 290.18' N0°23'08"W 390.00' 40' PUE/CAE 36 ' CA E 15 ' PU E 15' PUE 4 8 4 8 48 4 8 48 4 8 4 8 4 9 4 8 4 9 4849 4 8 4 8 484 9 48 4 8 48 4 7 484 9 48 4 7 484 8 4 8 4 9 4848 4 8 4 9 4 8 4 9 S8 9 ° 5 5 ' 3 1 " W 20 7 . 6 6 ' S0°24'21"E 390.00' S8 9 ° 5 5 ' 3 1 " W 20 7 . 8 0 ' N0°24'21"W 246.59' S8 9 ° 5 5 ' 3 1 " W 41 8 . 5 9 ' S8 9 ° 5 5 ' 3 1 " W 41 8 . 5 9 ' N0°24'21"W 291.24' S8 9 ° 5 5 ' 3 8 " W 16 7 . 0 0 ' N0°24'21"W 342.59' N0°24'21"W 284.36' N0°24'21"W 729.04' N0°24'21"W 288.00' N8 9 ° 5 5 ' 1 0 " E 67 6 . 3 9 ' N8 9 ° 5 5 ' 1 0 " E 67 6 . 3 9 ' S8 9 ° 5 5 ' 3 8 " W 16 7 . 0 0 ' S8 9 ° 5 5 ' 3 8 " W 16 7 . 0 0 ' S 8 3 ° 4 8 ' 3 0 " W 1 9 3 . 7 4 S 8 4 ° 5 2 ' 3 9 " W 1 9 3 . 6 6 RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 EX I S T I N G & D E M O L I T I O N P L A N BV I R O N H O R S E I RE X B U R G , I D A H O 5 C.2.0 0 50'100' SCALE: 1" = 50' 1.CONTRACTOR TO VERIFY ALL UTILITY SIZES, LOCATIONS & ELEVATIONS PRIOR TO ORDERING MATERIALS FOR CONSTRUCTION. 2.ALL SUBSURFACE ITEMS DESIGNATED FOR REMOVAL SHALL BE REPLACED WITH FILL MATERIAL PER PROJECT GEOTECHNICAL REPORT. SAID MATERIAL SHALL BE COMPACTED PER SPECIFICATIONS SET FORTH IN PROJECT GEOTECHNICAL REPORT BY MTI, FILE NUMBER E180207G AND DATED 10-11-2018. 3.CONTOURS ARE SHOWN AT 0.5' and 1' INTERVALS. SHEET NOTES:SURVEY NOTE: THIS SITE PLAN CONFORMS TO AN ACTUAL SURVEY THAT WAS PERFORMED ON THE GROUND BY A LICENSED LAND SURVEYOR IN AND FOR THE STATE OF IDAHO. IT IS THE OWNER'S RESPONSIBILITY TO CONSTRUCT ALL STRUCTURES SHOWN ON THIS SITE PLAN IN ACCORDANANCE WITH SAID SURVEY. H O R R O C K S E N G I N E E R S N PROTECT IN PLACE NOTES: EXISTING WATER LINES EXISTING APPROACH EXISTING DITCH EXISTING SANITARY SEWER LINES EXISTING SANITARY SEWER MANHOLES EXISTING HEAD GATES EXISTING FIRE HYDRANT EXISTING TELEPHONE LINE. EXISTING WATER GATE VALVE EXISTING ASPHALT P01 P02 P03 P04 P05 P06 P07 P08 P09 DEMOLITION/EXISTING KEY NOTES: EXISTING ASPHALT EXISTING POWER POLES TO BE RELOCATED BY ROCKY MOUNTAIN POWER EXISTING DITCH EXISTING WELL TO BE DECOMMISSIONED PER DEQ REQUIREMENTS EXISTING OVERHEAD POWER LINE (PER IDAHO POWER DIRECTION & COORDINATION) (REMOVE AS NEEDED) EXISTING UNDERGROUND POWER LINES (REMOVE AS NEEDED) EXISTING CANAL TO BE BURIED BY OTHERS EXISTING TELEPHONE BOXES TO RELOCATED BY OTHERS EXISTING GRAVEL TO BE REMOVED D01 D02 D03 D04 D05 D06 PROPOSED PARCEL A 18.590 ACRES (NET) 20.314 ACRES (GROSS) P01 P01 P01 P01 P02 D07 D07 P04 P04 P04 P05 P05 P05 P05 P06 P07 P07 D08 D08 P09 P09 P09 P01 D02 D02 D02 D02 D02 D02D02 D03 D03D03 D03 D04 D05 D04D05 D04 D06 2,070 LF 4,142.10 SF D01 D01 P10 P10 P10 P03 D07 D08 D09 D09 P03 P03 P03 BASIS OF BEARING: CENTRAL MERIDIAN OF THE EAST ZONE OF THE IDAHO STATE PLANE COORDINATE SYSTEM CP#BENCHMARK: CP#1 ELEV:4850.73 N:779480.3333 E:748423.1904 FOUND: BC CP#4 ELEV:4849.60 N:776863.8415 E:748441.7228 FOUND: BC CP#11 ELEV:4851.08 N:778147.1417 E:748475.8091 FOUND: IR-5 CP#12 ELEV:4846.35 N:779476.6393 E:745794.2787 FOUND: IR-5 - VERTICAL CONTROL DATUM BASED ON NAVD88 02-05-21 pp pp pp pp ss s s w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w t o e t o e toe toe toe toe toe toe t o e toe toe toe t o e t o e toe t o e t o e toe toe toe toe toe toe t o e toe toe toe t o e t o e toe t o e 15 ' PU E 15' PUE 15 ' PU E 15 ' PU E 36 ' CA E 40' PUE/CAE 36 ' CA E 36 ' CA E 40' PUE/CAE RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 OV E R A L L S I T E P L A N & K E Y M A P BV I R O N H O R S E I RE X B U R G , I D A H O 6 C.3.0 H O R R O C K S E N G I N E E R S N 0 50'100' SCALE: 1" = 50' SITE PLAN- NORTH SEE SHEET C.3.1 SITE PLAN DETAILS SHEET C.3.4 PROPOSED BUILDING ±5,000 SF 12TH STREET UN I V E R S I T Y B L V D 12TH STREET 12TH STREET SITE PLAN- CENTRAL SEE SHEET C.3.2 SITE PLAN DETAILS SHEET C.3.4 SITE PLAN- SOUTH SEE SHEET C.3.3 SITE PLAN DETAILS SHEET C.3.4 PROPOSED BUILDING ±10,000 SF 1.CONTRACTOR TO VERIFY ALL UTILITY SIZES, LOCATIONS & ELEVATIONS PRIOR TO ORDERING MATERIALS FOR SHEET NOTES: PROPOSED BUILDING ±5,000 SF PROPOSED BUILDING ± 3,000 SF 11 3 25 6 RV SALES LOT RMS LOT MATERIAL SPECIFICATIONS: ASPHALTIC CONCRETE:ASPHALT MIX SHALL MEET THE REQUIREMENTS OF THE ISPWC, SECTION 59 CLASS III PLANT MIX. MATERIALS SHALL BE PLACED IN ACCORDANCE WITH ISPWC STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION. AGGREGATE BASE:MATERIAL COMPLYING WITH ISPWC STANDARDS FOR CRUSHED AGGREGATE MATERIALS STRUCTURAL SUBBASE:GRANULAR STRUCTURAL FILL MATERIAL COMPLYING WITH THE REQUIREMENTS DETAILED IN THE THE STRUCTURE FILL SECTION OF THE GEOTECHINCAL REPORT (PREPARED BY MTI DATED 10-11-2018) EXCEPT THAT THE MAXIMUM MATERIAL DIAMETER IS NO MORE THAN 2 3 THE COMPONENT THICKNESS. GRADATION AND SUITABILITY REQUIREMENTS SHALL BE PER ISPWC SECTION 501, TABLE 1. - IT WILL BE REQUIRED FOR MTI PERSONNEL TO VERIFY SUBGRADE COMPETENCY AT THE TIME OF CONSTRUCTION RIGID PAVEMENT SECTION: THE AASHTO PAVEMENT DESIGN METHOD WAS USED TO DEVELOP THE FOLLOWING RIGID CONCRETE PAVEMENT SECTION. CONCRETE PAVEMENT SHALL BE BATCHED AND CONSTRUCTED IN ACCORDANCE WITH THE MOST CURRENT AMERICAN CONCRETE INSTITUTE STANDARDS AND IN ACCORDANCE WITH IDAHO TRANSPORTATION DEPARTMENT STANDARD DRAWINGS C-1-A AND C-1-B. NATIVE SUBGRADE SOILS ON THE SITE ARE FROST SUSCEPTIBLE, AND THEREFORE, REQUIRE JOINTS SEALERS OR UNDER-DRAINS. MATERIAL SPECIFICATIONS: PORTLAND CEMENT CONCRETE:4,000 PSI CONCRETE WITH A MODULUS OF RUPTURE GREATER THAN 650 PSI GENERALLY COMPLYING WITH ITD REQUIREMENT FOR URBAN CONCRETE. CRUSHED AGGREGATE BASE:MATERIAL COMPLYING WITH ITD STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION SECTION 303 AND 703 FOR AGGREGATES. STRUCTURAL SUBBASE:GRANULAR STRUCTURAL FILL MATERIAL COMPLYING WITH THE REQUIREMENTS DETAILED IN THE THE STRUCTURE FILL SECTION OF THE ORIGINAL GEOTECHINCAL REPORT (PREPARED BY MTI DATED 10-11-2018) EXCEPT THAT THE MAXIMUM MATERIAL DIAMETER IS NO MORE THAN 2 3 THE COMPONENT THICKNESS. GRADATION AND SUITABILITY REQUIREMENTS SHALL BE PER TABLE 1, ISPWC. - IT WILL BE REQUIRED FOR MTI PERSONNEL TO VERIFY SUBGRADE COMPETENCY AT THE TIME OF CONSTRUCTION PCCP PAVEMENT SECTION SUMMARY PORTLAND CEMENT CONCRETE PAVEMENT 6.0 INCHES CRUSHED AGGREGATE BASE 6.0 INCHES STRUCTURAL SUBBASE NOT REQUIRED COMPACTED SUBGRADE SEE PAVEMENT SUBGRADE PREPARATION SECTION NOTES: RECOMMENDATIONS PER GEOTECHNICAL REPORT PREPARED BY MTI, FILE NUMBER E180207G AND DATED 10-11-2018 PCFLEXIBLE PAVEMENT SECTION SUMMARY CLASSIFICATION MODERATE DUTY ASPHALTIC CONCRETE 3.0" CRUSHED AGGREGATE BASE 4.0" STRUCTURAL SUBBASE 12.0" SUBGRADE PREPARATION (MAX LIFT PER GEOTECHNICAL REPORT) SEE PAVEMENT SUBGRADE PREPARATION SECTION NOTES: FLEXIBLE PAVEMENT SPECIFICATIONS ARE PER GEOTECHNICAL REPORT PREPARED BY MTI, FILE NUMBER E180207G AND DATED 10-11-2018 MD RV SALES PARKING COUNT LOCATION MINIMUM REQUIRED PROVIDED CITY REQUIRED ONSITE PARKING 39 39 TOTAL 39 STALLS 39 STALLS *MINIMUM REQUIRED PARKING PER AUTOMOTIVE, MARINE CRAFT, AIRCRAFT AND ACCESSORIES (SALES AND SERVICE) = (3 STALLS PER 1,000 GROSS SQ FT) = (13,000 SQ FT / 1000) * 3 = 39 STALLS # RMS PARKING COUNT LOCATION MINIMUM REQUIRED PROVIDED CITY REQUIRED ONSITE PARKING 6 6 TOTAL 6 STALLS 6 STALLS *MINIMUM REQUIRED PARKING PER AUTOMOTIVE, MARINE CRAFT, AIRCRAFT AND ACCESSORIES (DOES NOT INCLUDE REPAIR GARAGES) BUILDING MATERIALS, HARDWARE AND FARM EQUIPMENT FURNITURE, HOME FURNISHINGS, AND EQUIPMENT MANUFACTURING (PLUS 3 SPACES PER 1,000 SQUARE FEET OF OFFICE, RETAIL, OR OTHER PUBLIC AREA) = (1 STALLS PER 1,000 GROSS SQ FT) = (5,000 SQ FT / 1000) * 1 = 5 STALLS ALL WAREHOUSING (PLUS 3 SPACES PER 1,000 SQUARE FEET OF OFFICE, RETAIL, OR OTHER PUBLIC AREA) = (0.2 STALLS PER 1,000 GROSS SQ FT) = (5,000 SQ FT / 1000) * 0.2 = 1 STALLS # RV SALES LANDSCAPING TABLE *OVERALL SITE LANDSCAPING SITE AREA = 376,775 SF TOTAL LANDSCAPING = 30,510.08 SF (8% OF SITE) TOTAL HARDSCAPE = 346,246.92 SF (92% OF SITE) TOTAL SNOW REMOVAL AREA = 16,000 SF (4% OF SITE) TOTAL SNOW STORAGE = 1,600 SF (10% OF PLOW-ABLE HARDSCAPE ) SNOW STORAGE AREA RMS LANDSCAPING TABLE *OVERALL SITE LANDSCAPING SITE AREA = 81,012 SF TOTAL LANDSCAPING = 9,047.41 SF (11.1% OF SITE) TOTAL HARDSCAPE = 71,964.59 SF (88.9% OF SITE) TOTAL SNOW REMOVAL AREA = 20,394 SF (25.1% OF SITE) TOTAL SNOW STORAGE = 2,039.4 SF (10% OF PLOW-ABLE HARDSCAPE ) SNOW STORAGE AREA 02-05-21 middle lot only Access to lot 1 Access to lot 3 pp s w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w t o e to e to e to e to e t o e t o e t o e t o e t o e t o e 15' 23 8 . 4 ' 9.5' R 3 . 5 ' R5 . 5 ' R 5 . 5 ' R 9 . 5 ' R2 . 5 ' R 2 . 5 ' R2.5' R 4 . 5 ' R19 . 3 ' R 3 0 ' R29 . 3 ' R 1 9 . 3 ' R 2 0 ' R20 ' R20 ' R30' R 1 9 . 3 ' R1 9 . 3 ' R 2 3 6 3 . 5 ' R 2 3 6 3 . 5 ' 565' 242.6' 30.8' 40'40' 7 ' 4 ' 96' 198.7' 34' 9 5 . 4 ' 99 ' 44.8' 116.7' 65.9' 32.9' 9 . 5 ' 20.5' 242.6' 5 ' 5' 4' 4 ' 2 5 . 8 ' 19' 19' 590.9' 40.1' 4 ' 36.5' 1 8 . 7 ' 22.2' 1 8 . 7 ' 24' 1 2 ' 22' 24' 1 2 ' 5 ' 1 5 ' P U E 15' PUE 36' CAE 4 0 ' P U E / C A E 4 0 ' P U E / C A E 3' 7. 5 ' 6' 7' 6' 5' 7 ' 5' 7 ' 5 ' 7' 6 ' 6' 5 ' 7' 6' 6 ' 5 ' 7' 5 ' 7' 6' 0 . 5 ' 5 ' RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 SI T E P L A N - N O R T H BV I R O N H O R S E I RE X B U R G , I D A H O 7 C.3.1 H O R R O C K S E N G I N E E R SN 0 40'80' SCALE: 1" = 40' CURB RAMP W/ TRUNCATED DOMES PER CITY OF REXBURG STANDARDS ADA ACCESSIBLE PARKING STALL, DIMENSIONS PER PLAN UNLESS OTHERWISE NOTED ADA HANDICAP SIGN SEE DETAIL 3 SHEET C.3.4. INSTALL TRASH PAD & ENCLOSURE PER CITY OF REXBURG SD-11 1.5' FLAT PAN CURB & GUTTER SEE DETAIL 1 SHEET C.3.4 4" THICK SIDEWALK. WIDTH VARIES PER ISPWC SD-709, SD-714, SD-714A & SD-714B MODERATE DUTY ASPHALT, SEE SHEET C.3.0 ALL STRIPING PER MUTCD STANDARDS SNOW STORAGE AREA (SEE LANDSCAPE TABLE FOR AREA) SEE DETAIL 4 SHEET C.3.4 INSTALL PORTLAND CEMENT CONCRETE PAVEMENT SEE PAVEMENT SECTION SUMMARY SHEET C.3.0 INSTALL CURB TAPER PER ISPWC SD-707 (LENGTH PER PLANS) INSTALL CROSS DRAIN PER CITY OF REXBURG SD-7 INSTALL CURB & GUTTER PER CITY OF REXBURG SD-3 PROPOSED MONUMENT SIGN, SEE ARCHITECTURAL PLANS FOR DETAILS SIGN & LIGHT LOCATIONS (REFER TO ARCHITECTURAL AND ELECTRICAL PLANS FOR DETAILS) SIGNS SHOWN IN APPROXIMATE LOCATION (SIGNS N.I.C) ELECTRICAL TRANSFORMER PAD. SEE ELECTRICAL PLANS FOR DETAILS INSTALL GRAVEL (SUB-BASE PER GEOTECH REPORT) INSTALL PAVERS PER LANDSCAPE PLANS INSTALL 3' CURB TERMINUS PER ISPWC SD-707 INSTALL TYPICAL SECTION PER CITY OF REXBURG SD-3 TYPICAL SECTION 5 LANDSCAPED AREA, SEE LANDSCAPE PLAN CURB & GUTTER TRANSITION FROM CITY OF REXBURG SD-3 TO 1.5" FLAT PAN CURB SITE PLAN KEY NOTES: 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 20 21 22 UNIVERSITY BLVD 12 T H S T 01 01 01 01 01 01 13 13 13 11 22 12 12 12 19 21 21 21 04 06 06 06 20 07 20 11 02-05-21 pp s s w w w w w w w w w w w w w w w w w w t o e t o e t o e t o e t o e to e t o e t o e t o e t o e t o e t o e to e to e to e t o e t o e to e to e 15' 26 5 ' 6' 13 . 4 ' 10' 7' 20 0 ' R 5 . 5 ' R 4 . 5 ' R 5 ' R 2 . 5 ' R 3 . 5 ' R5. 5 ' R4 . 5 ' R5 . 5 ' R 5 . 5 ' R 9 . 5 ' R2 . 5 ' R 2 . 5 ' R2.5' R 4 . 5 ' R19 . 3 ' R4. 5 ' R 2 . 5 ' R2 . 5 ' R 1 4 . 5 ' R2.5' R2.5' R4.5 ' 2' R5' R 8 'R3' R 2 0 ' R 3 ' R8' R8' R3' R5' 2 6 9 . 5 ' 30' 1 0 7 ' 27' 1 7 ' 3' 17' 1 7 ' 4' 2 5 ' 40' 50' 4 ' 17' 30' 1 0 0 ' 100' 1 0 0 ' 130' 242.6' 30.8' 5 3 . 6 ' 40'40' 7 ' 31.9' 3 4 2 . 9 ' 144.6' 140.7' 3 3 6 . 9 ' 36.9' 4 ' 96' 4 0 ' 7' 2 2 7 ' 7' 4 0 ' 1 0 . 6 ' 1 8 . 7 ' 2 3 7 ' 1 8 . 3 ' 50' 50' 10 0 ' 1 0 0 ' 198.7' 1 2 2 7 ' 9.5' 20.5' 34' 5' 30' 9 ' T Y P 20' TYP100.7' 185.6' 6 5 . 3 ' 375.7' 8 0 . 5 ' 8 0 . 5 ' 20.5'9.5' 242.6' 50'10' 11' 5' 150' 9 8 . 6 ' 54' 19' 1 0 ' 24' 1 2 ' 22' 24' 1 2 ' 99' 6 ' 7.1 ' 100' 30' 6' 1 0 0 ' 5 ' 5'18' 5 ' 15' PUE CAE 4 0 ' P U E / C A E 36' CAE 4 0 ' P U E / C A E 6' 6' 3' 3' 6 ' 6' 6 ' 6 ' 3' 3' 9 ' T Y P 20' TYP 9 ' T Y P 20' TYP 5' 7' 6' 5 ' RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 SI T E P L A N - C E N T R A L BV I R O N H O R S E I RE X B U R G , I D A H O 8 C.3.2 H O R R O C K S E N G I N E E R SN 0 30'60' SCALE: 1" = 30' 02 03 05 5 05 5 05 6 06 08 06 19 13 18 21 21 21 21 21 21 10 10 19 19 12 07 07 20 07 08 08 CURB RAMP W/ TRUNCATED DOMES PER CITY OF REXBURG STANDARDS ADA ACCESSIBLE PARKING STALL, DIMENSIONS PER PLAN UNLESS OTHERWISE NOTED ADA HANDICAP SIGN SEE DETAIL 3 SHEET C.3.4. INSTALL TRASH PAD & ENCLOSURE PER CITY OF REXBURG SD-11 1.5' FLAT PAN CURB & GUTTER SEE DETAIL 1 SHEET C.3.4 4" THICK SIDEWALK. WIDTH VARIES PER ISPWC SD-709, SD-714, SD-714A & SD-714B MODERATE DUTY ASPHALT, SEE SHEET C.3.0 ALL STRIPING PER MUTCD STANDARDS SNOW STORAGE AREA (SEE LANDSCAPE TABLE FOR AREA) SEE DETAIL 4 SHEET C.3.4 INSTALL PORTLAND CEMENT CONCRETE PAVEMENT SEE PAVEMENT SECTION SUMMARY SHEET C.3.0 INSTALL CURB TAPER PER ISPWC SD-707 (LENGTH PER PLANS) INSTALL CROSS DRAIN PER CITY OF REXBURG SD-7 INSTALL CURB & GUTTER PER CITY OF REXBURG SD-3 PROPOSED MONUMENT SIGN, SEE ARCHITECTURAL PLANS FOR DETAILS SIGN & LIGHT LOCATIONS (REFER TO ARCHITECTURAL AND ELECTRICAL PLANS FOR DETAILS) SIGNS SHOWN IN APPROXIMATE LOCATION (SIGNS N.I.C) ELECTRICAL TRANSFORMER PAD. SEE ELECTRICAL PLANS FOR DETAILS INSTALL GRAVEL (SUB-BASE PER GEOTECH REPORT) INSTALL PAVERS PER LANDSCAPE PLANS INSTALL 3' CURB TERMINUS PER ISPWC SD-707 INSTALL TYPICAL SECTION PER CITY OF REXBURG SD-3 TYPICAL SECTION 5 LANDSCAPED AREA, SEE LANDSCAPE PLAN CURB & GUTTER TRANSITION FROM CITY OF REXBURG SD-3 TO 1.5" FLAT PAN CURB SITE PLAN KEY NOTES: 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 20 21 22 01 05 13 05 0505 05 05 08 19 21 21 21 21 21 21 22 10 10 19 06 06 07 17 PROPOSED BUILDING ±5,000 SF PROPOSED BUILDING ±10,000 SF PROPOSED BUILDING ±5,000 SF PROPOSED BUILDING ± 3,000 SF RV SALES LOT RMS LOT 22 02-05-21 pp pp s s w w w w w w w w w w w w w w w w w w w w w w w w w w w to e to e t o e t o e t o e t o e t o e t o e t o e t o e t o e t o e t o e to e to e t o e t o e t o e t o e t o e to e to e t o e t o e t o e to e toe R 4 . 5 ' R 5 ' R 1 9 . 3 ' R 1 5 ' R2 0 ' R3' R15 ' R 1 5 ' R3' R30 ' R64 ' R20 ' 588.3' 9 1 9 ' 3 6 ' 555.1' 515.4' 1 3 2 . 6 ' 1 2 0 . 5 ' 20' 4 0 ' 2' 2' 3 7 2 . 4 ' 3 8 2 ' 20' 34' 32.1' 6 6 0 . 9 ' 4' 18.9' 15' 5'9.5' 1 1 . 5 ' 15' PUE 36' CAE 5' 6' 7 ' 3 6 ' RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 SI T E P L A N - S O U T H BV I R O N H O R S E I RE X B U R G , I D A H O 9 C.3.3 H O R R O C K S E N G I N E E R SN 0 30'60' SCALE: 1" = 30' 1 06 06 13 13 21 2121 21 21 12 20 07 07 CURB RAMP W/ TRUNCATED DOMES PER CITY OF REXBURG STANDARDS ADA ACCESSIBLE PARKING STALL, DIMENSIONS PER PLAN UNLESS OTHERWISE NOTED ADA HANDICAP SIGN SEE DETAIL 3 SHEET C.3.4. INSTALL TRASH PAD & ENCLOSURE PER CITY OF REXBURG SD-11 1.5' FLAT PAN CURB & GUTTER SEE DETAIL 1 SHEET C.3.4 4" THICK SIDEWALK. WIDTH VARIES PER ISPWC SD-709, SD-714, SD-714A & SD-714B MODERATE DUTY ASPHALT, SEE SHEET C.3.0 ALL STRIPING PER MUTCD STANDARDS SNOW STORAGE AREA (SEE LANDSCAPE TABLE FOR AREA) SEE DETAIL 4 SHEET C.3.4 INSTALL PORTLAND CEMENT CONCRETE PAVEMENT SEE PAVEMENT SECTION SUMMARY SHEET C.3.0 INSTALL CURB TAPER PER ISPWC SD-707 (LENGTH PER PLANS) INSTALL CROSS DRAIN PER CITY OF REXBURG SD-7 INSTALL CURB & GUTTER PER CITY OF REXBURG SD-3 PROPOSED MONUMENT SIGN, SEE ARCHITECTURAL PLANS FOR DETAILS SIGN & LIGHT LOCATIONS (REFER TO ARCHITECTURAL AND ELECTRICAL PLANS FOR DETAILS) SIGNS SHOWN IN APPROXIMATE LOCATION (SIGNS N.I.C) ELECTRICAL TRANSFORMER PAD. SEE ELECTRICAL PLANS FOR DETAILS INSTALL GRAVEL (SUB-BASE PER GEOTECH REPORT) INSTALL PAVERS PER LANDSCAPE PLANS INSTALL 3' CURB TERMINUS PER ISPWC SD-707 INSTALL TYPICAL SECTION PER CITY OF REXBURG SD-3 TYPICAL SECTION 5 LANDSCAPED AREA, SEE LANDSCAPE PLAN CURB & GUTTER TRANSITION FROM CITY OF REXBURG SD-3 TO 1.5" FLAT PAN CURB SITE PLAN KEY NOTES: 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 20 21 22 17 02-05-21 RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 -- - - SI T E P L A N D E T A I L S BV I R O N H O R S E I RE X B U R G , I D A H O 10 C.3.4 TYPICAL HANDICAP SIGN DETAIL NTSC.3.1 3 CAP TOP OF POST 3/5"X3 1/2" CADMIUM PLATED HEX HEAD BOLT WITH FLAT LOCK WASHER AND NUT 6' - 0 " 3" 15 " 6" 12" BLUE BACKGROUND W/ WHITE SYMBOL AND LETTERING PROVIDE SIGN THAT IDENTIFIES ALL VAN ACCESSIBLE STALLS. REFER TO PLAN FOR LOCATIONS NOTE: TOP OF POST TO BE CUT 1/2" BELOW TOP OF SIGN 3/4" GRAVEL ROAD BASE FIN. GRADE (W/ LIP FLAT) CONC. CURB & GUTTER 3/4'' GRAVEL ROAD BASE ASPHALT PAVEMENT 1. 0 ' 0. 5 ' 0. 5 ' 2''± 4'' 1.5' 0.5' FLAT PAN CURB & GUTTER1 C.3.1 1' WELDED WIRE FABRIC SECTION 3,000 PSI CONCRETE WELDED WIRE FABRIC 6" 2" PLAN 6" SEE PLAN CONCRETE DUMPSTER PAD DETAIL NTS 4" TYPE I CRUSHED AGGREGATE SE E P L A N 2 C.3.1 02-05-21 pp pp pp pp ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ssss s s w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w t o e t o e toe toe toe toe toe toe t o e toe toe toe t o e t o e toe t o e t o e toe toe toe toe toe toe t o e toe toe toe t o e t o e toe t o e s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s EOP:4849.14 EOP:4848.75 484 8 48 4 8 48 4 8 4 8 4 9 . 5 4 8 5 0 4 8 4 8 . 5 4 8 4 9 4 8 4 8 48 4 8 . 5 48 4 9 4 8 4 8 4 8 4 9 4849 4848 4848 4849 4848.5 484 8 . 5 4848 . 5 4849 . 5 4849 4848.5 4 8 5 0 4 8 4 9 . 5 4 8 4 9 48 4 8 . 5 4 8 4 9 48 4 8 . 5 48 4 9 48 4 8 . 5 48 4 8 48 4 8 48 4 9 48 4 8 . 5 48 4 9 . 5 48 5 1 48 5 0 . 5 48 5 0 . 5 4 8 5 0 4 8 5 0 4 8 4 9 . 5 4 8 4 9 4 8 4 8 . 5 4849 4849. 5 484 9 . 5 4848 . 5 4844 4 8 4 5 4845 48 4 5 4 8 4 6 48 4 6 48 4 6 48 4 7 48 4 7 4 8 4 4 . 5 4844.5 484 4 . 5 4 8 4 5 . 5 4845.5 48 4 5 . 5 48 4 6 . 5 48 4 6 . 5 48 4 7 . 5 48 4 7 . 5 48474846.5 4848 4848.5 4849 4849 4848.5 4848 4848 48 4 8 . 5 48 4 9484 9 . 5 484 9 484 8 . 5 48 4 9 4848.5 4 8 4 9 4 8 4 8 . 5 4 8 4 8 48 5 0 4 8 4 9 . 5 48 5 0 48 4 9 48 4 9 . 5 48 4 9 . 5 4848 4 8 4 7 . 5 4 8 4 9 48 4 9 . 5 4 8 4 9 4 8 4 8 . 5 48484848.5 484 9 4849. 5 485 0 48494849.5 4 8 4 9 4 8 4 9 . 5 4851 4850.5 4850 4850.54851 4850 4849.5 4850 48 4 9 . 5 4 8 5 0 4850 4849.5 4850 4850 4849 4848.5 4849.5 4848 4848.5 4849 4850 4850 4850 . 5 4848.5 4848.5 4848.5 48484848.5 484 8 4 8 4 9 . 5 484 9 . 0 4 8 4 8 . 5 4850485048504850 4848.5 4 8 5 0 4 8 4 8 . 5 48 4 8 . 5 4849 4849.5 4 8 4 8 . 5 48 4 7 . 5 48 4 7 4 8 4 9 4 8 5 0 48 4 8 48 4 8 4 8 4 8 4848 48 4 8 4 8 4 9 4 8 4 8 4 8 4 8 4 8 4 8 4 8 4 8 4 8 4 8 4 8 4 9 4 8 4 9 4 8 4 9 4 8 4 9 48 4 8 4 8 4 9 484 9 48 4 7 484 8 4 8 4 8 48 4 9 48 4 9 48 5 0 48 4 8 48 4 8 48 4 8 1. 2 % 1. 1 % 1. 2 % 0. 4 % 0.4% 0.4% 0.7% 1.0% 1.7% 0. 6 % 1. 2 % 1. 2 % 1. 2 % 6. 6 % 0.4% 0.6% 1.0% 1.6% 0.1% 0.6%0.3% 1. 2 % 1 . 9 % 1 . 3 % 1.6% 1.6% 1 . 6 % 2. 1 % 1.6% 1.5 % 33 . 3 % 1.3 % 1.4% 0 . 4 % 0 . 4 % 1.4 % 5.5% 0 . 4 % 0 . 4 % 2.0% 2.1% 2.0% 1. 6 % 1.5 % 1.2% 1.6 % 1. 7 % 1. 2 % 1. 2 % 1. 5 % 1. 5 % 1.5%1.5%1.5% 1.5% 1. 5 % 1. 5 % 1. 6 % 2.4% 0. 0 % 7. 4 % 1.1% 0.5% 0. 3 % 0. 3 % 0. 3 % 1 . 1 % 0.4% 0.9% 1.1 % 2 . 0 % 25.0% 300.0% 0. 9 % 2. 0 % 2. 0 % 2 . 0 % EOP:4848.65 EOP:4848.37 EOP:4850.10 EOP:4849.81 EOP:4849.12 EOP:4848.77 EOP:4848.54 TOS:4847.93 TOS:4848.00TOS:4848.15 TOS:4848.00TOS:4848.00 TOS:4849.00 TOS:4848.00 BOS:4846.59 BOS:4845.50 BOS:4848.24 BOS:4847.00BOS:4847.50 BOS:4848.50 BOS:4847.50 RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 OV E R A L L G R A D I N G P L A N BV I R O N H O R S E I RE X B U R G , I D A H O 11 C.4.0 H O R R O C K S E N G I N E E R S N 0 50'100' SCALE: 1" = 50' SITE PLAN- NORTH SEE SHEET C.4.1 PROPOSED BUILDING FFE:4849.26 SITE PLAN- CENTRAL SEE SHEET C.4.2 SITE PLAN- SOUTH SEE SHEET C.4.3 PROPOSED BUILDING FFE:4850.50 PROPOSED BUILDING FFE:4849.26 PROPOSED BUILDING FFE:4850.50 02-05-21 pp s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w t o e to e to e to e to e t o e t o e t o e t o e t o e t o e t o e ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss TBC: 4849.69 TBC: 4849.71 TBC: 4849.36 TBC: 4849.38 TBC: 4849.32 TBC: 4849.25 TBC: 4849.09 TBC: 4848.64 TBC: 4849.22 TBC: 4849.05 TBC: 4848.88 TBC: 4848.57TBC: 4848.19 TBC: 4848.11TBC: 4848.57 TBC: 4849.23 TBC: 4849.42 TBC: 4850.45 TBC: 4850.20 TBC: 4849.96 TBC: 4850.41 TBC: 4850.50 TBC: 4850.57 TBC: 4849.92 TBC: 4849.21 TBC: 4850.28 TBC: 4849.92 TBC: 4849.60 TBC: 4848.75 TBC: 4848.77 TBC: 4850.45 DEPTBC:4849.05 DEPTBC:4848.92 DEPTBC:4848.96 DEPTBC:4849.01 DEPTBC:4850.03 DEPTBC:4850.05 DEPTBC:4850.10 DEPTBC:4850.20 DEPTBC:4850.06 DEPTBC:4849.91 DEPTBC:4849.87 DEPTBC:4849.75 DEPTBC:4851.00 DEPTBC:4850.88 DEPTBC:4850.78 DEPTBC:4850.67 DEPTBC:4850.49 DEPTBC:4850.38 DEPTBC:4850.28 DEPTBC:4850.17 DEPTBC:4850.14 DEPTBC:4850.16 DEPTBC:4850.09 DEPTBC:4850.00 DEPTBC:4850.08 DEPTBC:4850.11 DEPTBC:4850.19 DEPTBC:4850.31 TOA:4849.46 TOA:4849.62 TOA:4849.69 TOA:4849.75 TOA:4849.81 TOA:4849.91 TOA:4849.95 TOA:4850.00 TOA:4850.07 TOA:4849.82 TOG:4849.12 TOA:4849.78 TOA:4849.71 TOA:4849.68 TOA:4849.65 TOA:4850.08 TOA:4850.64 TOA:4850.54 TOA:4850.45 TOA:4850.32 TOA:4850.14 TOA:4850.01 TOA:4849.92 TOA:4849.81 TOA:4849.57 TOA:4849.58 TOA:4849.62 TOA:4849.66 TOA:4849.70 TOA:4849.52 TOA:4849.52 TOA:4849.56 TOA:4849.48 TOA:4849.41 TOA:4849.33 TOA:4849.37 TOA:4849.37 TOA:4849.25 TOA:4848.35 TOA:4848.42 TOA:4848.47 TOA:4848.51 TOA:4848.55 TOA:4848.75 TOA:4848.51 TOA:4848.56 TOA:4848.40 TOA:4848.37 TOA:4847.61 TOA:4847.69 TOA:4848.38 TOA:4848.55 TOA:4848.72 TOA:4848.07 TOA:4848.07 TOA:4848.14 TOA:4848.59 TOA:4848.75 TOA:4848.82 TOA:4849.21 TOA:4849.19 TOA:4848.86 TOA:4848.88 TOA:4848.48TOA:4848.38 TOA:4848.67 TOA:4848.57 TOA:4848.96 TOA:4848.91 TOA:4848.85 TOA:4848.92 TOC: 4850.18 TOC: 4850.18 TOC: 4850.25 TOC: 4850.24 TOC: 4850.22 TOC: 4850.03 TOC: 4850.32 TOC: 4849.88 TOC: 4850.94 TOC: 4850.81 TOC: 4850.87 TOC: 4851.03 TOC: 4851.01 TOC: 4850.46 TOC: 4850.47 TOC: 4850.48 TOC: 4850.64 TOC: 4850.49 TOC: 4849.86 TOC: 4849.90 TOC: 4849.87 TOC: 4849.70 TOC: 4849.95 TOC: 4850.13 TOC: 4850.12 TOC: 4850.07 TOC: 4848.83 TOC: 4848.83 TOC: 4848.94 TOC: 4848.92 TOC: 4848.67 TOC: 4848.78TOC: 4848.56 TOC: 4849.07TOC: 4848.98 TOC: 4848.77 TOC: 4848.97 TOC: 4848.88 TOA:4849.84 TOA:4849.84 TOA:4849.69 TOA:4849.69 TOA:4849.70 TOA:4849.95TOA:4848.92 TOA:4848.73 48 4 9 . 5 4 8 4 9 48 4 9 484 9 484 8 . 5 484 8 4849.5 4 8 4 8 4847. 5 4849 4849.5 4849 4848.5 48 4 8 48 4 8 . 5 4 8 4 9 4 8 4 9 . 5 4 8 5 0 48 4 9 48 4 9 . 5 4849 4849.5 48 5 1 48 5 0 . 5 4 8 5 0 4 8 5 0 . 5 4 8 5 1 4 8 4 8 . 5 4 8 4 9 4 8 4 9 . 5 4848.5 4847.5 4847 4849 4850 4848 4849 484 9 48494849 48 4 8 4849 48 4 9 4849 4849 4850 484848484848 GRADE BREAK GRADE BREAK GR A D E BR E A K GR A D E BR E A K FL:4849.66 FL:4849.34 FL:4848.50 METOA:4848.81 FG:4847.84 FG:4847.91 FG:4848.01 FG:4848.20 FG:4848.85 FG:4848.75 FG:4848.59 FG:4848.49 1 . 1 % 0. 5 % 0.3 % 0.3 % 0.3 % 1.1% 0. 4 % 0 . 9 % 1. 1 % 2.0% 25 . 0 % 3 0 0 . 0 % 0.9 % 2.0% EOP:4848.65 EOP:4848.37 EOP:4850.10 EOP:4849.81 METOA:4850.39 METOA:4850.57 METOA:4851.14 METOA:4850.56METOA:4850.32 METOA:4849.91 RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 GR A D I N G P L A N - N O R T H BV I R O N H O R S E I RE X B U R G , I D A H O 12 C.4.1 H O R R O C K S E N G I N E E R SN 0 30'60' SCALE: 1" = 30' SHEET NOTE: 1. CONTOURS SHOWN AT 0.5' AND 1.0' INTERVALS 2. SEE SHEET __C.5.__ FOR DRAINAGE DETAILS LEGEND TOA: TOP OF ASPHALT METOA: MATCH EXISTING TOP OF ASPHALT TBC: THE BACK OF CURB TOC: TOP OF CONCRETE FFE: FINAL FLOOR ELEVATION FG: FINAL GRADE TOG: TOP OF GRATE DEPTBC: DEPRESSION THE BACK OF CURB FL: FLOW LINE TOS: TOP OF SWALE BOS: BOTTOM OF SWALE EOP: EDGE OF PAVEMENT 02-05-21 pp s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s w w w w w w w w w w w w w w w w w w w t o e t o e t o e t o e t o e to e t o e t o e t o e t o e t o e t o e to e to e to e t o e t o e to e to e TBC: 4849.69 TBC: 4849.71 TBC: 4849.36 TBC: 4849.38 TBC: 4849.32 TBC: 4849.25 TBC: 4849.09 TBC: 4848.64 TBC: 4849.22 TBC: 4849.05 TBC: 4848.88 TBC: 4848.57TBC: 4848.19 TBC: 4848.11TBC: 4848.57 TBC: 4848.78 TBC: 4848.78 TBC: 4848.39 TBC: 4849.32 TBC: 4848.93 TBC: 4848.65 TBC: 4848.72 TBC: 4849.85 TBC: 4848.60 TBC: 4848.57 TBC: 4849.05 TBC: 4848.99 TBC: 4849.23 TBC: 4849.42 TBC: 4850.45 TBC: 4850.20 TBC: 4850.05 TBC: 4850.05 TBC: 4850.12 TBC: 4850.09 TBC: 4850.26 TBC: 4850.35 TBC: 4850.34 TBC: 4850.03 TBC: 4850.05 TBC: 4850.09 TBC: 4850.25 TBC: 4850.35 TBC: 4849.94 TBC: 4849.95 TBC: 4850.07 TBC: 4850.25 TBC: 4850.35 TBC: 4850.35 TBC: 4850.26 TBC: 4850.09 TBC: 4850.05TBC: 4850.05 TBC: 4850.12 TBC: 4850.26 TBC: 4850.35 TBC: 4849.96 TBC: 4850.41 TBC: 4850.50 TBC: 4850.57 TBC: 4849.92 TBC: 4849.08 TBC: 4849.06 TBC: 4849.21 TBC: 4849.42 TBC: 4849.71 TBC: 4849.42 TBC: 4849.21 TBC: 4848.47 TBC: 4848.27 TBC: 4848.26 TBC: 4848.46 TBC: 4850.45 TBC: 4848.39 TBC: 4848.99 TBC: 4848.99 DEPTBC:4850.09 DEPTBC:4850.08 DEPTBC:4850.11 DEPTBC:4850.19 DEPTBC:4850.31 TOA:4849.46 TOA:4849.62 TOA:4849.69 TOA:4849.75 TOA:4849.81 TOA:4849.91 TOA:4849.95 TOA:4850.00 TOA:4850.07 TOA:4849.82 TOG:4849.12 TOA:4849.33 TOA:4849.63 TOA:4849.33 TOA:4849.12 TOG:4848.89 TOG:4848.89 TOA:4848.96 TOA:4848.98 TOA:4850.04 TOA:4850.04 TOA:4850.09 TOA:4850.26 TOA:4850.35 TOA:4850.11 TOA:4850.34 TOA:4850.02 TOA:4850.02 TOA:4850.09TOA:4850.26 TOA:4850.35 TOA:4849.89 TOA:4849.89 TOA:4850.09 TOA:4850.25 TOA:4850.35 TOA:4850.35 TOA:4850.26 TOA:4850.09 TOA:4850.02TOA:4850.02 TOA:4850.12 TOA:4850.26 TOA:4850.35 TOA:4848.15 TOA:4848.22 TOA:4849.37 TOA:4848.49 TOG:4847.89 TOG:4847.89 TOA:4847.76 TOA:4847.96 TOA:4848.28 TOA:4847.76 TOA:4848.28 TOA:4847.97 TOA:4847.61 TOA:4847.69 TOA:4848.38 TOA:4848.55 TOA:4848.72 TOA:4848.07 TOA:4848.07 TOA:4848.14 TOA:4848.59 TOA:4848.75 TOA:4848.82 TOA:4849.21 TOA:4849.19 TOA:4848.86 TOA:4848.88 TOA:4848.48TOA:4848.38 TOA:4848.67 TOA:4848.57 TOA:4848.96 TOA:4848.91 TOA:4848.85 TOA:4848.92 TOA:4848.30 TOA:4848.23TOA:4848.33 TOA:4848.46 TOA:4847.72 TOA:4847.55 TOA:4847.75 TOA:4848.00 TOA:4848.12 TOA:4848.06 TOA:4848.07 TOA:4848.22 TOA:4849.05 TOC: 4850.50 TOC: 4850.50 TOC: 4850.41 TOC: 4850.50 TOC: 4850.41 TOC: 4850.50 TOC: 4850.41 TOC: 4850.50 TOC: 4850.50 TOC: 4850.41 TOC: 4849.26 TOC: 4849.17TOC: 4849.25 TOC: 4849.26 TOC: 4849.17 TOC: 4849.26TOC: 4848.35 TOC: 4850.18 TOC: 4850.18 TOC: 4850.25 TOC: 4850.24 TOC: 4848.67 TOC: 4848.78TOC: 4848.56 TOC: 4849.07TOC: 4848.98 TOC: 4848.77 TOC: 4848.97 TOC: 4848.88 TOA:4848.34 TOA:4848.55 TOA:4849.69 TOA:4849.69 TOA:4849.70 TOA:4849.95TOA:4848.92 TOA:4848.73 48 4 8 48 4 8 4851 4850.5 4850.5 4850 4850 4849.5 48494848. 5 4 8 4 9 4 8 4 9 . 5 48 4 9 . 5 4 8 4 8 . 5 48 4 6 48 4 5 . 5 48 4 7 48 4 6 . 5 4 8 4 8 4 8 4 8 . 5 4 8 4 9 4 8 4 9 4 8 4 8 . 5 48 4 8 4 8 4 8 48 4 8 . 5 48 4 9 48 4 9 . 5 4 8 4 9 4 8 4 8 . 5 48 4 9 48 4 8 . 5 484 9 484 8 . 5 484 8 4850 4849.5 4850 484 9 484 9 . 5 4849.5 4 8 5 0 48 4 9 . 5 48 5 0 48 4 9 . 5 4850 4 8 5 0 48 4 9 . 5 48 5 0 48 5 0 48 4 9 48 4 8 . 5 48 4 9 . 5 48 4 8 48 4 8 . 5 48 4 9 4 8 4 9 . 0 4848 . 5 4 8 5 0 4 8 5 0 4 8 5 0 4 8 5 0 4 8 4 8 . 5 4850 4849 4850 4 8 4 8 48 4 8 4849 48494849 4847 4 8 4 8 GRADE BREAK GRADE BREAK GR A D E BR E A K GR A D E BR E A K GRADE BREAK FL:4849.66 FL:4848.69 TOG:4848.86 TOG:4848.86 FG:4848.82 FG:4848.93 FG:4848.48 FG:4848.45 FG:4847.40 FG:4849.35 FG:4850.60 FG:4850.64 FG:4850.45 FG:4849.47 1.2% 1.1 % 1.2% 0.4% 0. 4 % 0. 6 % 0. 3 % GR A D E BR E A K 1.2% 1.9% 1.3% 1 . 6 % 1. 6 % 1.5 % 1 . 2 % 1.7 % 1.2% 1.2% 1.5% 1.5% 1. 5 % 1. 5 % 1. 5 % 1. 5 % 1.5% 1.5% 1.6% 2 . 4 % 0.0% 7.4% TOG:4847.26 TOG:4848.03 TBC: 4848.53 TBC: 4847.76 EOP:4849.81 EOP:4849.12 EOP:4848.77 METOA:4850.39 TOS:4848.15 TOS:4848.00 TOS:4848.00 BOS:4848.24 BOS:4847.00 BOS:4847.50 RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 GR A D I N G P L A N - C E N T R A L BV I R O N H O R S E I RE X B U R G , I D A H O 13 C.4.2 H O R R O C K S E N G I N E E R SN 0 30'60' SCALE: 1" = 30' SHEET NOTE: 1. CONTOURS SHOWN AT 0.5' AND 1.0' INTERVALS 2. SEE SHEET _______ FOR DRAINAGE DETAILS LEGEND TOA: TOP OF ASPHALT METOA: MATCH EXISTING TOP OF ASPHALT TBC: THE BACK OF CURB TOC: TOP OF CONCRETE FFE: FINAL FLOOR ELEVATION FG: FINAL GRADE TOG: TOP OF GRATE DEPTBC: DEPRESSION THE BACK OF CURB FL: FLOW LINE TOS: TOP OF SWALE BOS: BOTTOM OF SWALE EOP: EDGE OF PAVEMENT 02-05-21 pp pp s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s w w w w w w w w w w w w w w w w w w w w w w w w w to e to e t o e t o e t o e t o e t o e t o e t o e t o e t o e t o e t o e to e to e t o e t o e t o e t o e t o e to e to e t o e t o e t o e to e toe TBC: 4848.93 TBC: 4850.37 DEPTBC:4850.24 DEPTBC:4850.30 DEPTBC:4850.23 DEPTBC:4849.72 TOA:4849.77 TOA:4849.79 TOA:4849.83 TOA:4849.87 TOA:4848.06 TOA:4848.42 TOA:4850.60TOA:4850.60 EOP:4849.14 EOP:4848.75 TOC: 4850.24 TOC: 4850.07 TOC: 4850.40 TOC: 4850.10 TOA:4849.81 TOA:4850.10 TOA:4850.10 4 8 4 8 4849.5 4850 4848.5 4849 4848 4848 . 5 4849 4848 484 9 4 8 4 9 4 8 4 8 4 8 4 8 48 4 9 4 8 4 8 . 5 48 4 8 . 5 4 8 4 8 . 5 4 8 4 9 . 5 4 8 4 9 4 8 4 8 . 5 4850 4849.548494848.5 4849 484 8 . 5 48494848.5 4848 4848 48494848.5 4849.5 4850.5 4850 4 8 4 9 4 8 4 9 . 5 48 4 9 . 5 4 8 4 8 . 5 48 4 4 4845 48 4 5 484 5 4846 48 4 6 484 6 4847 484 7 484 4 . 5 48 4 4 . 5 4 8 4 4 . 5 4845. 5 48 4 5 . 5 484 5 . 5 4846.5 48 4 6 . 5 4847.5 4847.5 48 5 0 4 8 5 0 48 5 0 . 5 48 4 8 . 5 48 4 8 . 5 48 4 8 . 5 48 4 8 48 4 8 . 5 4 8 4 8 4849. 5 4 8 5 0 4 8 5 0 4 8 5 0 4 8 5 0 4848 . 5 48 4 8 4848 4848 4848484848484848 484 8 GR A D E BR E A K GRADE BREAK GR A D E BR E A K GR A D E BR E A K GR A D E BR E A K GRADE BREAK GRADE BREAK GR A D E BR E A K GR A D E BR E A K FL:4850.09 METOA:4850.80 FG:4848.48 FG:4847.40 FG:4843.69 FG:4843.84 FG:4844.60 FG:4844.03 FG:4844.04 FG:4846.26 FG:4849.23 FG:4849.56 FG:4849.95 FG:4849.93 FG:4848.91 FG:4850.24FG:4850.41FG:4848.62FG:4848.84 FG:4848.93 FG:4849.67FG:4848.17 FG:4849.11 TOG:4847.65FG:4848.79TOG:4847.65FG:4848.56 FG:4848.90 FG:4848.13 FG:4849.60 FG:4848.94 0. 4 % 0. 7 % 1. 0 % 1. 7 % 0.6%1.2%1.2%1.2%6.6% 0. 4 % 0. 6 % 1. 0 % 1. 6 % 0. 1 % 1. 6 % 1.6% 2.1% 1 . 6 % 1.5 % 33.3% 1.3 % 1 . 4 % 0.4%0.4% 1. 4 % 5. 5 % 0.4% 0.4% 2. 0 % 2 . 1 % 2 . 0 % 1.6% 1.5 % 1 . 2 % 1. 6 % 2.0% 2.0% EOP:4848.54 METOA:4850.65 METOA:4850.39 METOA:4850.23 TOS:4847.93 TOS:4848.00 TOS:4849.00 TOS:4848.00 BOS:4846.59 BOS:4845.50 BOS:4848.50 BOS:4847.50 RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 GR A D I N G P L A N - S O U T H BV I R O N H O R S E I RE X B U R G , I D A H O 14 C.4.3 H O R R O C K S E N G I N E E R SN 0 30'60' SCALE: 1" = 30' SHEET NOTE: 1. CONTOURS SHOWN AT 0.5' AND 1.0' INTERVALS 2. SEE SHEET _______ FOR DRAINAGE DETAILS LEGEND TOA: TOP OF ASPHALT METOA: MATCH EXISTING TOP OF ASPHALT TBC: THE BACK OF CURB TOC: TOP OF CONCRETE FFE: FINAL FLOOR ELEVATION FG: FINAL GRADE TOG: TOP OF GRATE DEPTBC: DEPRESSION THE BACK OF CURB FL: FLOW LINE TOS: TOP OF SWALE BOS: BOTTOM OF SWALE EOP: EDGE OF PAVEMENT 02-05-21 0+001+002+003+004+005+006+007+008+009+0010+0011+0012+0013+0014+0014+37 SD SD SD S D SD S D S D S SS M H - 1 S SS M H - 2 SS SS S SS M H - 3 SS EX S S M H - 1 s EX SSMH - 2 s EX SSMH - 3 s s s s s s s s s s s s s s s s s EX SSMH - 4 s s s s s s s s s s s s s s s s s s s s s s s s s s SD SD S D s ss s s s s ss s s ss ss s s ss s s s s ss s s ss s s s s 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 7+ 6 4 s s s s s s s s s s s s s s s s SD I N L E T - N SD S D S D SD 0+00 1+00 2+00 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+00 8+00 9+009+13 BP : 0 + 0 0 . 0 0 PI : 2 + 3 6 . 5 3 PI: 6+11.21 P I : 6 + 7 7 . 9 4 PI : 7 + 4 1 . 8 7 PI: 7+85.59 EP : 9 + 1 3 . 0 9 S D ST R U C T U R E - ( 3 4 ) S D 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4 + 0 0 5 + 0 0 6+ 0 0 7+ 0 0 7+ 7 8 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+0 0 8+009+0010+0011+0012+0013+0014+0015+0016+0017+0018+0019+0020+0020+25 pp pp pp pp ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ssss s s w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w t o e t o e toe toe toe toe toe toe t o e toe toe toe t o e t o e toe t o e t o e toe toe toe toe toe toe t o e toe toe toe t o e t o e toe t o e ss ss s s s s s s s s s s s s s s ss s s s s s s s s ss s s 4 8 4 8 484 8 4 8 4 8 48 4 8 4 8 4 8 48 4 8 4 8 4 8 484 8 4 8 4 8 48 4 8 48484849 48 4 9 4849 484948494849 484 9 4 8 4 9 4849 4849 4849 4849 48 4 9 4849 484 9 48 4 9 48 4 9 4 8 4 9 48 4 9 4848 484 8 4 8 4 8 48 4 8 4 8 4 8 4848 4850 48504850 4847.0 4848.0 484 9 . 0 4850 48 5 0 4 8 5 0 48 5 0 4 8 5 0 4 8 4 7 . 0 48 4 7 . 0 48 4 8 . 0 4 8 4 8 . 0 4848.0 4848 . 0 48 4 8 . 0 48 4 8 . 0 4 8 4 9 . 0 48 4 9 . 0 4 8 4 9 . 0 48 4 9 . 0 4849.0 4849.0 484 9 . 0 484 9 . 0 4849.0 48 4 9 . 0 48 5 1 . 0 48 5 1 . 0 48454844.0 4846.04847.0 4848. 0 4848.0 4 8 5 0 4 8 4 9 . 0 48 4 9 . 0 4 8 4 9 . 0 48 5 0 4850485048504850 0 . 6 % 0 . 5 % 0 . 4 % 0 . 4 % 1. 7 % 1.4% 1.6% 1.7% 1.7% 1.6% 1.5 % 1.5% 1.5% 1 . 6 % 1 . 8 % 1.3% 1.6% 1.6 % 1. 5 % 2.0 % 2. 0 % 2 . 1 % 0.4% 1. 5 % 1 . 9 % 1. 3 % 1. 5 % 1. 8 % 2. 0 % 2. 0 % 2 . 0 % 2. 0 % 0.3 % 0. 3 % 2 . 0 % 2. 1 % 2.1% 2.0% 2.0% 1. 4 % 2. 8 % 2. 6 % 2 . 2 % 2 . 1 % 1. 5 % 1.3% 1. 2 % 2.1% 1.8% 1.6% 1 . 1 % 0. 3 % 0. 3 % 1. 5 % 1. 3 % 1.7 % 2.5% 2.3% 2.0% 2.1% 2 . 2 % RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 OV E R A L L U T I L I T Y & D R A I N A G E P L A N BV I R O N H O R S E I RE X B U R G , I D A H O 15 C.5.0 H O R R O C K S E N G I N E E R S N 0 50'100' SCALE: 1" = 50' UN I V E R S I T Y B L V D P & P PROPOSED BUILDING ±5,000 SF UN I V E R S I T Y B L V D 12TH STREET 12TH STREET12TH NORTH P&P 12TH SOUTH P&P PROPOSED BUILDING ±10,000 SF PROPOSED BUILDING ±5,000 SF PROPOSED BUILDING ± 3,000 SF RV SALES LOT RMS LOT PRIVATE DRIVE 02-05-21 f l f l f l f l f l f l fl fl fl fl fl fl fl fl fl fl fl fl fl fl fl f l f l f l f l f l f l f l f l f l fl fl f l f l fl f l f l f l f l f l f l fl fl fl fl fl fl pp pp pp pp pp pp pp s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s t t t t w w w w w w w w w w w w w w w w w w w w w w w w w w w w pp pp b e l b e l b e l b e l to e t o e t o e t o e t o e t o e to e to e t o e t o e t o e to e t o e to e t o e ss ss ss ss ss ss ss ss ss ss S D SD W W W W SD S SSS S s s ss ss ss ss s ss ss ss ss ss ss ss S D S D S D s ss ss ss ss ss ss ss ss ss ss ss ss ss ss RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 -- - - UT I L I T Y & D R A I N A G E P L A N D E T A I L S BV I R O N H O R S E I RE X B U R G , I D A H O 16 C.5.1 12" MIN. SIZE PER TABLE 12" MIN. ADS N-12 PERFORATED INFILTRATION PIPE, SIZE PER TABLE(OR EQUIVALENT) NOTES: 1)STORMWATER DISTRIBUTION PIPES TO BE PERFORATED ADS N-12 INFILTRATION PIPE, SIZE PER TABLE(OR EQUIVALENT) 2)ALL WASHED STONE IN INFILTRATION TRENCH TO BE GRANITE. LIMESTONE BASED GRAVEL WILL NOT BE ACCEPTED. MATERIAL TO BE APPROVED BY GEOTECH 3)INFILTRATION TRENCH TO BE LINED IN FILTER FABRIC - TOP AND SIDES. 4)INFILTRATION STONE TO BE 3/4" TO 2" GRANITE, OR APPROVED EQUAL, FREE FROM SLATE, SHALE, CLAY & SILT UNDISTURBED MATERIAL 95% COMPACTED FILL (D) 5' (TYP) MIN. 1' OF ASTM C33 FILTER SAND 3/4" TO 2" WASHED, GRANITE STONE PAVEMENT 5' MIN (TYP) 1' MIN (TYP) TYPICAL SECTION A 5' (TYP) FILTER FABRIC TO BE PLACED AROUND TOP, AND SIDES OF INFILTRATION CHAMBER. FABRIC TO BE AMOCO 4545 NON-WOVEN OR EQUIVALENT LAYER OF CLEAN, WASHED SAND TO BE INSTALLED BELOW FILTER FABRIC 1.GROUND WATER IS NOT FOUND WITHIN 10' OF THE SURFACE BASED ON THE PROJECT GEOTECHNICAL REPORT DATED 02/14/2019. IF GROUNDWATER IS ENCOUNTERED, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY FOR REDESIGN OF SEEPAGE TRENCHES TO PROVIDE 3' MINIMUM CLEARANCE BETWEEN GROUNDWATER AND THE BOTTOM OF THE TRENCH. UNTIMELY NOTIFICATION OF THE ENGINEER MAY RESULT IN ADDITIONAL COSTS TO THE CONTRACTOR. 2.WHEN ROCK IS ENCOUNTERED, CONTRACTOR SHALL HAVE PERCOLATION TEST PERFORMED BY SOILS ENGINEER AFTER SEEPAGE TRENCH IS FULLY EXCAVATED. IF THE PERCOLATION TEST IS LESS THAN SPECIFIED BY THE SOILS REPORT AND ENGINEER, CONTRACTOR SHALL BLAST TO CREATE CRACKS IN ROCK FOR DRAINAGE TO OCCUR, OR REDESIGN OF THE SYSTEM TO ACHIEVE REQUIRED CRITERIA. IN SUCH AREAS THE FINE AGGREGATE LAYER MAY BE REDUCED TO 1.5' 3.THE TRENCH SHALL BE EXTENDED INTO ANY POORLY GRADED GRAVEL LAYER A MINIMUM OF 1.5'. BACKFILL WITH A LOW FINE PIT RUN MATERIAL IS ACCEPTABLE BETWEEN THE BOTTOM OF THE TRENCH AND THE FINE AGGREGATE LAYER IF AVAILABLE. 4.SAND SHALL MEET THE REQUIREMENTS OF ISPWC SECTION 800, ASTM C33, OR ITD SPECIFICATION 703.02. WRAP TRENCHES TOP AND SIDES WITH AMOCO 4545 OR EQUIVALENT END CAP 2' MIN. COVER OVER CRUSHED GRAVEL IN PAVED AREAS SLOPE=0%(D ) 1'2' MIN. TO THE TOP OF PIPE ROADWAY SURFACING UNDISTURBED MATERIAL TO DISTRIBUTION HEADER EXCAVATE TO FREE DRAINING SAND AND GRAVEL PER PROJECT GEOTECHNICAL REPORT. CONSULT GEOTECHNICAL ENGINEER (TYP) (BOTTOM OF SAND AS SHOWN SHALL BE THE MINIMUM EXCAVATION)TYPICAL SECTION B ELEV:(A ) INFILTRATION TABLE INFILTRATION TRENCH DRAINAGE AREA (FT²) DESIGNED STORM (YEAR(S)) DESIGNED STORM VOLUME (FT³) VOLUME PROVIDED (FT³) (L) LENGTH (FEET) (W) WIDTH (FEET) (D) DEPTH (FEET) ELEVATION PERFORATED PIPE SIZEABC -195,800 25 16,330 16,464 110'75.0'4'4843.00 4846.00 4842.00 24" NOTE: POROSITY OF ROCK IS 30% PER CITY STANDARD 3/4" TO 2"WASHED GRANITE STONE THROAT WIDTH RING AND GRATE ELEVATION INVERT IN (FROM INLETS) OUTLET BAFFLE WALL ELEVATION INLET BAFFLE WALL ELEVATION SAND & GREASE TRAP SPECIFICATIONS SIZE (GALLONS)NAME RING & GRATE ELEVATION INVERT IN ELEVATION INLET BAFFLE WALL ELEVATION THROAT WIDTH (INCHES) OUTLET BAFFLE WALL ELEVATION INVERT OUT ELEVATION 1500 S&G INTERCEPTOR A (STORM) 4848.73 4843.40 4842.80 11 4843.30 4843.00 SAND & GREASE TRAP NOTES: 1.REFER TO SITE GEOTECH REPORT, PREPARED BY MTI & DATED ______, FOR INFILTRATION FACILITY DESIGN. 2.SEE THE GRADING PLAN FOR MORE AND/GREASE TRAP ELEVATIONS. 3.REFER TO THE SAND AND GREASE TRAP STANDARD DRAWING, ISPWC SD-624 FOR MORE DETAIL. 4.THE SAND AND GREASE TRAP MUST BE CONSTRUCTED PER THE SPECIFICATIONS DESCRIBED IN THE ISPWC SPECIFICATIONS AND SD-624 FOR MORE DETAIL. 5.SEE THE STORM DRAIN PLAN FOR THE SAND & GREASE TRAP LOCATIONS AND THE OBSERVATION WELL PIT LOCATIONS. 6.THE INVERT IN OF THE DISTRIBUTION HEADER PIPE MUST BE A MINIMUM OF 0.10 FEET HIGHER THAN THE INVERT OUT. INVERT OUT (TO INFILTRATION TRENCH) MUST BE A MINIMUM OF 0.10' BELOW INFLOW INVERT PROFILE VIEW SCALE: 1 - TYPICAL INFILTRATION TRENCH DETAIL NTS SCALE: 1A - SAND & GREASE TRAP DETAIL NTS 2' MIN. ELEV:(B ) ELEV:(C ) ELEV: 4846.00' ELEV: 4842.00' DRAINAGE SYSTEM CALCULATIONS SYSTEM REQUIREMENTS: DRAINAGE AREA: ·BASIN A 30,775 SF ·BASIN B 11,574 SF ·BASIN C 14,482 SF ·BASIN D 63,649 SF ·BASIN E 429,000 SF ·BASIN F 195,800 SF ·BASIN G *TBD TOTAL AREA: 752,437 SF DESIGN STORM:25 YEAR (REXBURG, 1 HR) STORM VOLUME REQUIRED:84,579 CF PROPOSED SYSTEM: STORAGE SYSTEM:STORM TECH INFILTRATORS (MC-3500) INFILTRATION TRENCH (PER THIS SHEET) ROADSIDE SWALE SUMMARY: BASIN A STORAGE SYSTEM:STORMTECH INFILTRATOR TOTAL STORAGE REQUIRED:2,619 CF TOTAL STORAGE PROVIDED:2,792 CF BASIN B STORAGE SYSTEM:STORMTECH INFILTRATOR TOTAL STORAGE REQUIRED:926 CF TOTAL STORAGE PROVIDED:993 CF BASIN C STORAGE SYSTEM:STORMTECH INFILTRATOR TOTAL STORAGE REQUIRED:1,181 CF TOTAL STORAGE PROVIDED:1,353 CF BASIN D STORAGE SYSTEM:STORMTECH INFILTRATOR TOTAL STORAGE REQUIRED:5,181 CF TOTAL STORAGE PROVIDED:5,311 CF BASIN E STORAGE SYSTEM:ROADSIDE SWALE TOTAL STORAGE REQUIRED:58,342 CF TOTAL STORAGE PROVIDED:67,100 CF BASIN F STORAGE SYSTEM:INFILTRATION TRENCH TOTAL STORAGE REQUIRED:16,330 CF TOTAL STORAGE PROVIDED:16,464 CF BASIN G *STORAGE VOLUMES TO BE CALCULATED AT TIME OF DEVELOPMENT TOTAL STORAGE REQUIRED:84,579 CF TOTAL STORAGE PROVIDED:94,013 CF BASIN A BASIN B BASIN C BASIN D BASIN F BASIN E BASIN G 02-05-21 pp pp s s s w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w 6+007+008+009+0010+0011+0012+0013+0014+0014+37 SD SD SD SD SD SD S SS SS s s SD S D s 6+ 0 0 7+ 0 0 7+ 6 4 SD SD SD S D 0+00 1+00 2+00 3+ 0 0 BP : 0 + 0 0 . 0 0 PI : 2 + 3 6 . 5 3 6+ 0 0 7+ 0 0 7+ 7 8 2 . 2 % 1 . 8 % 2 . 3 % 2 . 4 % 1. 8 % 2 . 3 % 2. 3 % 1. 8 % 2. 0 % 2. 0 % 2 . 0 % 2 . 0 % 2. 0 % 2. 0 % 2 . 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 2 % 48 4 9 48 4 9 48 4 9 4850 48 5 0 4850 4849 48 5 1 4 8 5 0 48 5 0 4850 4850 48 5 0 4849 4850 4850 4851 4850 4851 48 5 1 48 4 9 485 0 4850 4850 0.4%0.4%0.4%0.6%0.5%0.6%0.7% 2. 5 % 2. 0 % 2. 0 % 1.6 %1.2% 3. 2 % 2 . 2 % 2 . 0 % 2. 6 % 3 . 4 % 2. 7 % 2 . 1 % 2 . 2 % 1 . 0 % 1 . 1 % 2.0 % 2. 0 % 2. 0 % MATOA: 4850.25 MATOA: 4850.28 MATOA: 4850.23MATOA: 4850.32MATOA: 4850.30MATOA: 4850.34MATOA: 4850.37MATOA: 4850.40 MATOA: 4850.47 MATOA: 4850.54MATOA: 4850.52 MATOA: 4850.63 MATOA: 4850.97MATOA: 4851.26 MATOA: 4851.23MATOA: 4851.14 MATOA: 4850.85 MATOA: 4850.68 MATOA: 4850.61 MATOA: 4850.48 MATOA: 4850.43 TBC: 4849.74TBC: 4850.22TBC: 4849.77TBC: 4850.31TBC: 4849.96 TBC: 4850.08 DEP TBC: 4850.11 DEP TBC: 4850.19 TBC: 4850.31 TBC: 4850.41 TBC: 4850.12 DEP TBC: 4850.16 DEP TBC: 4850.09 TBC: 4850.14 TBC: 4850.28 TBC: 4850.18 TBC: 4851.01 TBC: 4851.00 TBC: 4850.88 TBC: 4850.78 TBC: 4850.67 DEP TBC: 4850.49 DEP TBC: 4850.38 TBC: 4850.28 TBC: 4850.17 TBC: 4850.32 TBC: 4850.50 TBC: 4850.45 MATOA: 4850.41 MATOA: 4850.41 MATOA: 4850.26 2. 1 % 2.1% 2.6% 1.6% 1 . 9 % 2.0% 25.0% 25.0% 3.7%2. 0 % TOC: 4850.03TOC: 4850.51TOC: 4850.06 TOC: 4850.56 TOC: 4850.25 TOC: 4850.18 TOC: 4850.25 TOC: 4849.69 TOC: 4849.69 TOC: 4849.84 TOC: 4849.84 TOC: 4850.08 TOC: 4849.84 TOC: 4850.32 TOC: 4849.88 TOC: 4850.57 TOC: 4851.01 TOC: 4850.87 TOC: 4850.46 TOC: 4850.63 TOC: 4850.49 TOC: 4850.74 TOC: 4851.03 48 5 0 4849 4830 4840 4850 4860 7+008+009+0010+0011+0012+0013+0014+00 48 4 9 . 8 1 48 4 9 . 0 9 48 4 9 . 4 1 48 4 9 . 2 3 48 4 9 . 8 1 48 4 8 . 8 6 48 4 9 . 6 8 48 4 8 . 6 8 48 4 9 . 9 2 48 4 9 . 9 8 48 5 0 . 1 2 48 4 8 . 4 5 48 5 0 . 5 2 48 4 9 . 1 1 EX. 10" S.S. EX. 10" S.S. 218.94' of 18" S.D. @ 0.40% 231.36' of 18" S.D. @ 0.40% ST A : 1 0 + 1 9 . 0 4 ( - 1 . 5 0 , L ) SD I N L E T - D RI M : 4 8 4 9 . 5 1 IN V O U T : 4 8 4 6 . 4 8 - 1 8 " ( S ) ST A : 8 + 0 0 . 1 0 ( - 1 . 5 0 , L ) SD I N L E T - E RI M : 4 8 4 9 . 2 9 IN V I N : 4 8 4 5 . 6 0 - 1 8 " ( N ) IN V O U T : 4 8 4 5 . 5 0 - 1 8 " ( S ) ST A : 1 1 + 2 6 . 9 0 ( - 1 . 5 0 , L ) SD I N L E T - C RI M : 4 8 4 9 . 2 0 IN V O U T : 4 8 4 6 . 6 8 - 1 2 " ( W ) ST A : 1 1 + 2 6 . 9 0 ( - 7 . 2 5 , L ) SD M H - C RI M : 4 8 4 9 . 3 3 IN V I N : 4 8 4 6 . 6 2 - 1 2 " ( E ) IN V O U T : 4 8 4 6 . 1 2 - 1 2 " ( N ) E l e v a t i o n 4830 4840 4850 4860 0+00 Station 12TH_W PROFILE RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 12 T H N O R T H P P BV I R O N H O R S E I RE X B U R G , I D A H O 17 C.5.2 H O R R O C K S E N G I N E E R S 0 30'60' SCALE: 1" = 30' N WATER KEYNOTES EXISTING DOMESTIC WATER LINE. CONTRACTOR TO FIELD VERIFY EXACT DEPTH AND LOCATION AND NOTIFY ENGINEER OF RECORD OF ANY DISCREPANCIES CONNECT 8" WATER MAIN LINE TO EXISTING 8" WATER MAIN, INCLUDING 8" GATE VALVE PER CITY OF REXBURG STANDARDS, AND A TEE THRUST BLOCK PER ISPWC SD-403 INSTALL 8" DUCTILE IRON PIPE (PER CITY OF REXBURG STANDARD), LENGTH PER PLANS, MUST MAINTAIN 5' COVER INSTALL FIRE HYDRANT PER ISPWC SD-404. FIRE HYDRANT TO MEET CITY REXBURG STANDARDS POTABLE & NON-POTABLE VERTICAL LINE CROSSING PER ISPWC SD-407, MINIMUM 1.5' VERTICAL SEPARATION INSTALL 2" WATER SERVICE STUB PER ISPWC SD-402. STUBS PER CITY OF REXBURG STANDARD INSTALL 6" X 8" WITH GATE VALVE PER CITY OF REXBURG STANDARDS INSTALL 6" WATER SERVICE STUB INSTALL 8" 90° HORIZONTAL BEND, INCLUDING THRUST BLOCK PER ISPWC SD-403 INSTALL CAP AND MARKER, SEE PLUMBING PLANS FOR CONTINUATION 26 27 28 29 30 31 32 33 34 35 STORM DRAIN KEYNOTES INSTALL STORM DRAIN CATCH BASIN PER ISPWC SD-601 TYPE 1. GRATE TO BE NEENAH MODEL NUMBER R-3067 OR APPROVED EQUAL INSTALL STORM DRAIN PIPE, SIZE AND LENGTH PER PLAN INSTALL INFILTRATOR DRAIN PER REXBURG SD-16. TO INCLUDE MANHOLE, CHAMBERS, AND DRAIN ROCK MATERIALS INSTALL 6" ROOF DRAIN STUB, SEE ARCHITECTURAL DRAWINGS FOR CONTINUATION INSTALL 30" STORM DRAIN STRUCTURE WITH SOLID CIRCULAR LID INSTALL UNDERGROUND INFILTRATOR, SEE DETAIL 1 & 1A THIS SHEET INSTALL STORM DRAIN CATCH BASIN PER 2010 I.F. STD 700-9 INSTALL 1500 GAL SAND & GREASE TRAP PER ISPWC SD-624 INSTALL MONITORING WELL WITH TRAFFIC RATED LID PER ISPWC SD-627. INSTALL 6" ROOF DRAIN STUB, SEE ARCHITECTURAL DRAWINGS FOR CONTINUATION INSTALL 6" C/O WITH TRAFFIC RATED LID 51 52 53 54 55 56 57 58 59 60 61 MISCELLANEOUS KEYNOTES LOCATION OF PROPOSED TRANSFORMERS SEE ELECTRICAL PLANS FOR DETAILS PROPOSED LIGHT POLES, SEE ELECTRICAL PLANS FOR DETAILS A B SEWER KEYNOTES TIE INTO EXISTING SEWER MAIN WITH MANHOLE. CONTRACTOR TO FIELD VERIFY EXACT DEPTH AND LOCATION OF EXISTING SEWER LINE AND NOTIFY ENGINEER OF RECORD OF ANY DISCREPANCIES AT CONNECTION POINT PER CITY OF REXBURG STANDARDS. INSTALL 8" PVC SDR-35 SEWER MAIN, SLOPE AND LENGTH PER PLANS INSTALL MANHOLE PER ISPWC SD-501 TYPE A INSTALL 4" PVC SDR-35 SEWER LINE, SLOPE AND LENGTH PER PLANS INSTALL PLUG & MARKER, SEE ARCHITECTURAL PLANS FOR CONTINUATION 71 72 73 74 75 76 GENERAL NOTES: 1.ALL RIMS, VALVE LIDS SHALL BE SET FLUSH TO FINISH SURFACES 2.CONTRACTOR SHALL BE RESPONSIBLE TO LOCATE AND PROTECT EXISTING SANITARY SEWER DURING CONSTRUCTION. 3.STORM DRAIN PIPE TO BE SDR 35 FOR 6" PIPE, AND SANITITE HP OR APPROVED EQUAL FOR PIPES 12" AND LARGER, USE OTHER PIPE TYPES WHERE SPECIFIED. 51 51 51 53 52 52 71 2726 72 PROPOSED SURFACE EX SURFACE 12TH STREET PR I V A T E D R I V E UN I V E R S I T Y B L V D 02-05-21 pp pp ss w w w w w w w w w w w w w w w w w w w w w w w w w 0+001+002+003+004+005+006+00 SD S D S D S D SD S D S D S D s s 0+ 0 0 1+ 0 0 2+ 0 0 1. 8 % 48 5 0 4850 0.7%0.4%0.4%0.9%0.4%0.4% 2. 5 % 2. 3 % 1. 6 % 1 . 6 % 2 . 4 % 2. 4 % 1. 9 % 1. 4 % 1 . 9 % 2.2 % 2.0% 2.4% 2.0% 2. 0 % 2. 0 % 2 . 0 % 2 . 0 % 2. 0 % 2 . 0 % 2. 0 % 2. 0 % 3 . 8 % 3. 7 % 1. 2 % 3. 5 % 6. 2 % 3 . 4 % 1.6 % MATOA: 4850.80MATOA: 4850.72MATOA: 4850.62MATOA: 4850.37 MATOA: 4850.51MATOA: 4850.37MATOA: 4850.33MATOA: 4850.25MATOA: 4850.23MATOA: 4850.25 MATOA: 4850.28 MATOA: 4850.23 TBC: 4849.72 TBC: 4850.24 TBC: 4850.37TBC: 4850.59TBC: 4849.83 TBC: 4850.24TBC: 4849.74 TOC: 4850.60 TOC: 4850.60 TOC: 4850.10 TOC: 4850.10 TOC: 4849.77 TOC: 4850.10 TOC: 4850.40 TOC: 4850.88TOC: 4850.12 TOC: 4850.53TOC: 4850.03 DEP TBC: 4850.23 DEP TBC: 4850.30 4 8 5 0 4 8 4 9 48 4 9 4 8 5 0 4850 4850 48 5 0 4851 48504850 E l e v a t i o n 4830 4840 4850 4860 0+001+002+003+004+005+006+00 48 5 0 . 0 2 48 4 9 . 8 2 48 5 0 . 0 5 48 4 9 . 6 4 48 4 9 . 6 5 48 4 9 . 4 9 48 4 9 . 7 0 48 4 9 . 6 4 48 4 9 . 6 6 48 4 9 . 1 8 48 4 9 . 5 1 48 4 9 . 2 7 EX. 10" S.S. EX. 10" S.S. 225.62' of 18" S.D. @ 0.40% 243.11' of 18" S.D. @ 0.40% ST A : 5 + 6 8 . 7 3 ( - 1 . 5 0 , L ) SD I N L E T - F RI M : 4 8 4 9 . 2 7 IN V I N : 4 8 4 4 . 5 7 - 1 8 " ( S ) IN V I N : 4 8 4 4 . 5 7 - 1 8 " ( N ) IN V O U T : 4 8 4 4 . 9 1 - 1 2 " ( W ) ST A : 3 + 4 3 . 1 1 ( - 1 . 5 0 , L ) SD I N L E T - G RI M : 4 8 4 9 . 3 5 IN V I N : 4 8 4 5 . 5 7 - 1 8 " ( S ) IN V O U T : 4 8 4 5 . 4 7 - 1 8 " ( N ) ST A : 1 + 0 0 . 0 0 ( - 1 . 5 0 , L ) SD I N L E T - H RI M : 4 8 4 9 . 9 0 IN V O U T : 4 8 4 6 . 5 4 - 1 8 " ( N ) ST A : 5 + 6 8 . 7 3 ( - 7 . 2 5 , L ) SD M H - D RI M : 4 8 4 9 . 8 4 IN V I N : 4 8 4 4 . 8 5 - 1 2 " ( E ) IN V O U T : 4 8 4 4 . 3 5 - 1 2 " ( N ) SD M H - D RI M : 4 8 4 9 . 8 4 IN V I N : 4 8 4 4 . 8 5 - 1 2 " ( E ) IN V O U T : 4 8 4 4 . 3 5 - 1 2 " ( N ) 4830 4840 4850 4860 14+00 Station 12TH_W PROFILE RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 12 T H S O U T H P P BV I R O N H O R S E I RE X B U R G , I D A H O 18 C.5.3 H O R R O C K S E N G I N E E R S 0 30'60' SCALE: 1" = 30' WATER KEYNOTES EXISTING DOMESTIC WATER LINE. CONTRACTOR TO FIELD VERIFY EXACT DEPTH AND LOCATION AND NOTIFY ENGINEER OF RECORD OF ANY DISCREPANCIES CONNECT 8" WATER MAIN LINE TO EXISTING 8" WATER MAIN, INCLUDING 8" GATE VALVE PER CITY OF REXBURG STANDARDS, AND A TEE THRUST BLOCK PER ISPWC SD-403 INSTALL 8" DUCTILE IRON PIPE (PER CITY OF REXBURG STANDARD), LENGTH PER PLANS, MUST MAINTAIN 5' COVER INSTALL FIRE HYDRANT PER ISPWC SD-404. FIRE HYDRANT TO MEET CITY REXBURG STANDARDS POTABLE & NON-POTABLE VERTICAL LINE CROSSING PER ISPWC SD-407, MINIMUM 1.5' VERTICAL SEPARATION INSTALL 2" WATER SERVICE STUB PER ISPWC SD-402. STUBS PER CITY OF REXBURG STANDARD INSTALL 6" X 8" WITH GATE VALVE PER CITY OF REXBURG STANDARDS INSTALL 6" WATER SERVICE STUB INSTALL 8" 90° HORIZONTAL BEND, INCLUDING THRUST BLOCK PER ISPWC SD-403 INSTALL CAP AND MARKER, SEE PLUMBING PLANS FOR CONTINUATION INSTALL 8" PLUG 26 27 28 29 30 31 32 33 34 35 36 STORM DRAIN KEYNOTES INSTALL STORM DRAIN CATCH BASIN PER ISPWC SD-601 TYPE 1. GRATE TO BE NEENAH MODEL NUMBER R-3067 OR APPROVED EQUAL INSTALL STORM DRAIN PIPE, SIZE AND LENGTH PER PLAN INSTALL INFILTRATOR DRAIN PER REXBURG SD-16. TO INCLUDE MANHOLE, CHAMBERS, AND DRAIN ROCK MATERIALS INSTALL 6" ROOF DRAIN STUB, SEE ARCHITECTURAL DRAWINGS FOR CONTINUATION INSTALL 30" STORM DRAIN STRUCTURE WITH SOLID CIRCULAR LID INSTALL UNDERGROUND INFILTRATOR, SEE DETAIL 1 & 1A THIS SHEET INSTALL STORM DRAIN CATCH BASIN PER 2010 I.F. STD 700-9 INSTALL 1500 GAL SAND & GREASE TRAP PER ISPWC SD-624 INSTALL MONITORING WELL WITH TRAFFIC RATED LID PER ISPWC SD-627. INSTALL 6" ROOF DRAIN STUB, SEE ARCHITECTURAL DRAWINGS FOR CONTINUATION INSTALL 6" C/O WITH TRAFFIC RATED LID 51 52 53 54 55 56 57 58 59 60 61 MISCELLANEOUS KEYNOTES LOCATION OF PROPOSED TRANSFORMERS SEE ELECTRICAL PLANS FOR DETAILS PROPOSED LIGHT POLES, SEE ELECTRICAL PLANS FOR DETAILS A B SEWER KEYNOTES TIE INTO EXISTING SEWER MAIN WITH MANHOLE. CONTRACTOR TO FIELD VERIFY EXACT DEPTH AND LOCATION OF EXISTING SEWER LINE AND NOTIFY ENGINEER OF RECORD OF ANY DISCREPANCIES AT CONNECTION POINT PER CITY OF REXBURG STANDARDS. INSTALL 8" PVC SDR-35 SEWER MAIN, SLOPE AND LENGTH PER PLANS INSTALL MANHOLE PER ISPWC SD-501 TYPE A INSTALL 4" PVC SDR-35 SEWER LINE, SLOPE AND LENGTH PER PLANS INSTALL PLUG & MARKER, SEE ARCHITECTURAL PLANS FOR CONTINUATION 71 72 73 74 75 76 GENERAL NOTES: 1.ALL RIMS, VALVE LIDS SHALL BE SET FLUSH TO FINISH SURFACES 2.CONTRACTOR SHALL BE RESPONSIBLE TO LOCATE AND PROTECT EXISTING SANITARY SEWER DURING CONSTRUCTION. 3.STORM DRAIN PIPE TO BE SDR 35 FOR 6" PIPE, AND SANITITE HP OR APPROVED EQUAL FOR PIPES 12" AND LARGER, USE OTHER PIPE TYPES WHERE SPECIFIED. 52 2726 52 52 52 51 53 51 51 30 33 31 36 28 PROPOSED SURFACE EX SURFACE 12TH STREET PR I V A T E D R I V E N 02-05-21 w w w w w w w w w w w w w w w w w w w w w w w w w t o e S D S D 1+00 2+00 3+00 4+00 5+00 6+00 19 + 0 0 20 + 0 0 20 + 2 5 48 4 9 4849 2.0 % DEP TBC: 4850.49DEP TBC: 4850.38TBC: 4850.28 TBC: 4850.17 TBC: 4850.32 TBC: 4850.50 TBC: 4850.45TBC: 4849.92 TBC: 4850.03 DEP TBC: 4850.05 DEP TBC: 4850.10 TBC: 4850.20TBC: 4850.00 DEP TBC: 4849.91 DEP TBC: 4849.87 TBC: 4849.75 TBC: 4849.60 TBC: 4848.68 TBC: 4848.78 TBC: 4848.92 DEP TBC: 4848.96 DEP TBC: 4849.01 TBC: 4849.05 TBC: 4848.77 MATOA: 4850.41 MATOA: 4850.26MATOA: 4850.13 MATOA: 4850.11 MATOA: 4850.05 MATOA: 4849.91MATOA: 4849.91MATOA: 4849.65 MATOA: 4849.62 MATOA: 4849.60 MATOA: 4849.37 MATOA: 4849.26 MATOA: 4848.81 2. 1 % 2. 6 % 1. 6 % 2. 0 % 2. 1 % 2. 2 % 2. 7 % 2. 3 % 2. 4 % 2. 7 % 2. 7 % 2. 1 % 1 . 2 % 0.7 % 1.9 % 2 . 0 % 2 . 0 % 2 . 0 % 2 . 0 % 2 . 0 % 2 . 0 % 2 . 0 % 2 . 0 % 2 5 . 0 % 2 . 0 % 2 . 0 % 25 . 0 % 25 . 0 % TOC: 4850.46 TOC: 4850.63 TOC: 4850.49TOC: 4850.74TOC: 4850.00TOC: 4850.13 TOC: 4849.95TOC: 4849.87 TOC: 4849.70 TOC: 4849.39 TOC: 4848.83 TOC: 4848.83 TOC: 4848.56 TOC: 4848.37 TOC: 4848.40 TOC: 4848.51 TOC: 4849.37 TOC: 4849.37 TOC: 4849.52 TOC: 4849.52 4849 4850 484 9 4850 4850 48 4 9 4848 4850 4 8 4 9 4849 4849 4849 4850 E l e v a t i o n Station UNIVERSITY_BLVD PROFILE 4830 4840 4850 4860 4830 4840 4850 4860 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 48 4 8 . 5 4 48 4 8 . 4 1 48 4 8 . 5 2 48 4 9 . 6 3 48 4 8 . 9 2 48 4 9 . 8 2 48 4 9 . 3 2 48 4 7 . 9 7 48 4 9 . 7 2 48 4 9 . 3 3 48 5 0 . 1 2 48 4 7 . 4 0 48 5 0 . 2 4 48 4 8 . 6 1 ST A : 1 + 4 9 . 9 8 ( 1 . 5 0 , R ) SD I N L E T - A RI M : 4 8 4 8 . 2 0 IN V O U T : 4 8 4 5 . 2 0 - 1 2 " ( S ) ST A : 6 + 2 8 . 4 6 ( 1 . 5 0 , R ) SD I N L E T - B RI M : 4 8 4 9 . 8 5 IN V O U T : 4 8 4 6 . 8 5 - 1 2 " ( S ) SD M H - B RI M : 4 8 5 0 . 4 2 IN V I N : 4 8 4 6 . 7 9 - 1 2 " ( N ) IN V O U T : 4 8 4 6 . 2 9 - 1 2 " ( W ) SD M H - A RI M : 4 8 4 8 . 7 7 IN V I N : 4 8 4 5 . 1 4 - 1 2 " ( N ) IN V O U T : 4 8 4 4 . 6 4 - 1 2 " ( E ) RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 UN I V E R S I T Y B L V D P P BV I R O N H O R S E I RE X B U R G , I D A H O 19 C.5.4 H O R R O C K S E N G I N E E R S 0 30'60' SCALE: 1" = 30' WATER KEYNOTES EXISTING DOMESTIC WATER LINE. CONTRACTOR TO FIELD VERIFY EXACT DEPTH AND LOCATION AND NOTIFY ENGINEER OF RECORD OF ANY DISCREPANCIES CONNECT 8" WATER MAIN LINE TO EXISTING 8" WATER MAIN, INCLUDING 8" GATE VALVE PER CITY OF REXBURG STANDARDS, AND A TEE THRUST BLOCK PER ISPWC SD-403 INSTALL 8" DUCTILE IRON PIPE (PER CITY OF REXBURG STANDARD), LENGTH PER PLANS, MUST MAINTAIN 5' COVER INSTALL FIRE HYDRANT PER ISPWC SD-404. FIRE HYDRANT TO MEET CITY REXBURG STANDARDS POTABLE & NON-POTABLE VERTICAL LINE CROSSING PER ISPWC SD-407, MINIMUM 1.5' VERTICAL SEPARATION INSTALL 2" WATER SERVICE STUB PER ISPWC SD-402. STUBS PER CITY OF REXBURG STANDARD INSTALL 6" X 8" WITH GATE VALVE PER CITY OF REXBURG STANDARDS INSTALL 6" WATER SERVICE STUB INSTALL 8" 90° HORIZONTAL BEND, INCLUDING THRUST BLOCK PER ISPWC SD-403 INSTALL CAP AND MARKER, SEE PLUMBING PLANS FOR CONTINUATION 26 27 28 29 30 31 32 33 34 35 STORM DRAIN KEYNOTES INSTALL STORM DRAIN CATCH BASIN PER ISPWC SD-601 TYPE 1. GRATE TO BE NEENAH MODEL NUMBER R-3067 OR APPROVED EQUAL INSTALL STORM DRAIN PIPE, SIZE AND LENGTH PER PLAN INSTALL INFILTRATOR DRAIN PER REXBURG SD-16. TO INCLUDE MANHOLE, CHAMBERS, AND DRAIN ROCK MATERIALS INSTALL 6" ROOF DRAIN STUB, SEE ARCHITECTURAL DRAWINGS FOR CONTINUATION INSTALL 30" STORM DRAIN STRUCTURE WITH SOLID CIRCULAR LID INSTALL UNDERGROUND INFILTRATOR, SEE DETAIL 1 & 1A THIS SHEET INSTALL STORM DRAIN CATCH BASIN PER 2010 I.F. STD 700-9 INSTALL 1500 GAL SAND & GREASE TRAP PER ISPWC SD-624 INSTALL MONITORING WELL WITH TRAFFIC RATED LID PER ISPWC SD-627. INSTALL 6" ROOF DRAIN STUB, SEE ARCHITECTURAL DRAWINGS FOR CONTINUATION INSTALL 6" C/O WITH TRAFFIC RATED LID 51 52 53 54 55 56 57 58 59 60 61 MISCELLANEOUS KEYNOTES LOCATION OF PROPOSED TRANSFORMERS SEE ELECTRICAL PLANS FOR DETAILS PROPOSED LIGHT POLES, SEE ELECTRICAL PLANS FOR DETAILS A B SEWER KEYNOTES TIE INTO EXISTING SEWER MAIN WITH MANHOLE. CONTRACTOR TO FIELD VERIFY EXACT DEPTH AND LOCATION OF EXISTING SEWER LINE AND NOTIFY ENGINEER OF RECORD OF ANY DISCREPANCIES AT CONNECTION POINT PER CITY OF REXBURG STANDARDS. INSTALL 8" PVC SDR-35 SEWER MAIN, SLOPE AND LENGTH PER PLANS INSTALL MANHOLE PER ISPWC SD-501 TYPE A INSTALL 4" PVC SDR-35 SEWER LINE, SLOPE AND LENGTH PER PLANS INSTALL PLUG & MARKER, SEE ARCHITECTURAL PLANS FOR CONTINUATION 71 72 73 74 75 76 GENERAL NOTES: 1.ALL RIMS, VALVE LIDS SHALL BE SET FLUSH TO FINISH SURFACES 2.CONTRACTOR SHALL BE RESPONSIBLE TO LOCATE AND PROTECT EXISTING SANITARY SEWER DURING CONSTRUCTION. 3.STORM DRAIN PIPE TO BE SDR 35 FOR 6" PIPE, AND SANITITE HP OR APPROVED EQUAL FOR PIPES 12" AND LARGER, USE OTHER PIPE TYPES WHERE SPECIFIED. 51 53 26 PROPOSED SURFACEEX SURFACE 51 53 27 28 UNIVERSITY BLV D PR I V A T E D R I V E N 02-05-21 s w w w w w w t o e t o e t o e t o e t o e 10 + 0 0 11 + 0 0 S S S SSSSSSSSS SSSSSSS S S S S S S S S s 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 0+ 0 0 BP: 0+00.00 17 + 0 0 2 . 0 % 4850 4 8 4 9 48 5 0 4 8 5 0 0. 4 % 2 . 2 % 2. 0 % TBC: 4850.08 DEP TBC: 4850.11 DEP TBC: 4850.19TBC: 4850.31TBC: 4850.41 TBC: 4850.12 DEP TBC: 4850.16 DEP TBC: 4850.09 TBC: 4850.14 TOC: 4850.18 TOC: 4850.25 TOC: 4850.08 TOC: 4849.84 TOC: 4850.32 TOC: 4849.88 TBC: 4850.57 TBC: 4849.92 1.6% 2. 0 % 2 . 0 % 2. 0 % 2 . 0 % 2.2 % 2. 1 % 2 . 1 % TBC: 4850.45TBC: 4849.42TBC: 4849.22TBC: 4849.38 TOA:4848.86 TOA:4848.31 TBC: 4848.83 TOA:4850.10 TOA:4850.11 TOA:4849.50 TOA:4850.02 TOA:4848.96 1+00 2+00 3+00 4+00 5+00 6+00 7+00 1+00 48 4 9 . 2 3 48 4 8 . 3 2 2+00 48 4 8 . 7 1 48 4 8 . 0 2 3+00 48 4 9 . 1 3 48 4 9 . 0 1 4+00 48 4 9 . 5 6 48 4 9 . 0 1 5+00 48 4 9 . 9 8 48 4 9 . 2 7 6+00 48 5 0 . 4 0 48 4 9 . 5 1 7+00 48 5 0 . 1 8 48 4 9 . 8 2 ST A : 1 + 8 2 . 9 0 ( 0 . 0 0 , ) SS M H - 1 RI M : 4 8 4 8 . 8 0 IN V O U T : 4 8 4 4 . 6 5 - 8 " ( E ) 288.48' of 8" S.S. @ 0.60% ST A : 4 + 7 1 . 3 8 ( 0 . 0 0 , ) SS M H - 2 RI M : 4 8 4 9 . 8 6 IN V I N : 4 8 4 2 . 9 2 - 8 " ( W ) IN V O U T : 4 8 4 2 . 8 2 - 8 " ( E ) 231.09' of 8" S.S. @ 0.40% ST A : 7 + 0 2 . 4 7 ( 0 . 0 0 , ) SS M H - 3 RI M : 4 8 5 0 . 2 4 IN V I N : 4 8 4 1 . 9 0 - 8 " ( W ) IN V I N : 4 8 4 1 . 7 3 - 1 0 " ( S ) IN V O U T : 4 8 4 1 . 7 3 - 1 0 " ( N ) ST A = 0 + 7 0 . 8 0 T. O . W . = 4 8 4 3 . 4 5 STA = 2+00.00 T.O.W. = 4842.47 STA = 4+86.01 T.O.W. = 4841.58 ST A = 7 + 4 7 . 7 5 T. O . W . = 4 8 4 4 . 6 4 ST A : 2 + 6 8 . 2 0 2" W A T E R S E R V I C E ( L T ) ST A : 4 + 6 1 . 3 1 2" W A T E R S E R V I C E ( L T ) ST A : 4 + 8 1 . 3 1 2" W A T E R S E R V I C E ( L T ) ST A : 2 + 6 3 . 2 0 6" F I R E S E R V I C E ( L T ) ST A : 4 + 5 6 . 3 1 6" F I R E S E R V I C E ( L T ) ST A : 4 + 8 6 . 3 1 6" F I R E S E R V I C E ( L T ) ST A : 0 + 8 8 . 9 5 2" W A T E R S E R V I C E ( R T ) ST A : 5 + 4 1 . 9 3 2" W A T E R S E R V I C E ( R T ) ST A : 0 + 9 3 . 9 4 6" F I R E S E R V I C E ( R T ) ST A : 5 + 3 6 . 9 3 6" F I R E S E R V I C E ( R T ) ST A : 2 + 5 1 . 2 4 6" S S S E R V I C E ( L T ) ST A : 4 + 4 4 . 3 1 6" S S S E R V I C E ( L T ) ST A : 4 + 9 8 . 3 8 6" S S S E R V I C E ( L T ) ST A : 1 + 8 9 . 9 0 6" S S S E R V I C E ( R T ) ST A : 5 + 2 5 . 0 0 6" S S S E R V I C E ( R T ) ↕ 4.15' (SS) ↕ 7.03' (SS)↕ 8.51' (SS) ST A : 6 + 5 1 . 3 3 8" x 6 " W A T E R T E E ST A : 7 + 4 2 . 5 4 8" G A T E V A L V E ST A : 7 + 4 7 . 7 5 8" x 1 2 " W A T E R T E E ST A : 0 + 7 0 . 8 5 6" F I R E S E R V I C E ( R T ) 8" WATER MAIN 8" WATER MAIN Station PRIVATE_DR-1 PROFILE E l e v a t i o n 4830 4840 4850 4860 0+00 4830 4840 4850 4860 8+00 RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 -- - - C. 5 . 5 P R I V A T E P P BV I R O N H O R S E I RE X B U R G , I D A H O 20 C.5.5 H O R R O C K S E N G I N E E R S 0 30'60' SCALE: 1" = 30' N WATER KEYNOTES EXISTING DOMESTIC WATER LINE. CONTRACTOR TO FIELD VERIFY EXACT DEPTH AND LOCATION AND NOTIFY ENGINEER OF RECORD OF ANY DISCREPANCIES CONNECT 8" WATER MAIN LINE TO EXISTING 8" WATER MAIN, INCLUDING 8" GATE VALVE PER CITY OF REXBURG STANDARDS, AND A TEE THRUST BLOCK PER ISPWC SD-403 INSTALL 8" DUCTILE IRON PIPE (PER CITY OF REXBURG STANDARD), LENGTH PER PLANS, MUST MAINTAIN 5' COVER INSTALL FIRE HYDRANT PER ISPWC SD-404. FIRE HYDRANT TO MEET CITY REXBURG STANDARDS POTABLE & NON-POTABLE VERTICAL LINE CROSSING PER ISPWC SD-407, MINIMUM 1.5' VERTICAL SEPARATION INSTALL 2" WATER SERVICE STUB PER ISPWC SD-402. STUBS PER CITY OF REXBURG STANDARD INSTALL 6" X 8" WITH GATE VALVE PER CITY OF REXBURG STANDARDS INSTALL 6" WATER SERVICE STUB INSTALL 8" 90° HORIZONTAL BEND, INCLUDING THRUST BLOCK PER ISPWC SD-403 INSTALL CAP AND MARKER, SEE PLUMBING PLANS FOR CONTINUATION 26 27 28 29 30 31 32 33 34 35 STORM DRAIN KEYNOTES INSTALL STORM DRAIN CATCH BASIN PER ISPWC SD-601 TYPE 1. GRATE TO BE NEENAH MODEL NUMBER R-3067 OR APPROVED EQUAL INSTALL STORM DRAIN PIPE, SIZE AND LENGTH PER PLAN INSTALL INFILTRATOR DRAIN PER REXBURG SD-16. TO INCLUDE MANHOLE, CHAMBERS, AND DRAIN ROCK MATERIALS INSTALL 6" ROOF DRAIN STUB, SEE ARCHITECTURAL DRAWINGS FOR CONTINUATION INSTALL 30" STORM DRAIN STRUCTURE WITH SOLID CIRCULAR LID INSTALL UNDERGROUND INFILTRATOR, SEE DETAIL 1 & 1A THIS SHEET INSTALL STORM DRAIN CATCH BASIN PER 2010 I.F. STD 700-9 INSTALL 1500 GAL SAND & GREASE TRAP PER ISPWC SD-624 INSTALL MONITORING WELL WITH TRAFFIC RATED LID PER ISPWC SD-627. INSTALL 6" ROOF DRAIN STUB, SEE ARCHITECTURAL DRAWINGS FOR CONTINUATION INSTALL 6" C/O WITH TRAFFIC RATED LID 51 52 53 54 55 56 57 58 59 60 61 MISCELLANEOUS KEYNOTES LOCATION OF PROPOSED TRANSFORMERS SEE ELECTRICAL PLANS FOR DETAILS PROPOSED LIGHT POLES, SEE ELECTRICAL PLANS FOR DETAILS A B SEWER KEYNOTES TIE INTO EXISTING SEWER MAIN WITH MANHOLE. CONTRACTOR TO FIELD VERIFY EXACT DEPTH AND LOCATION OF EXISTING SEWER LINE AND NOTIFY ENGINEER OF RECORD OF ANY DISCREPANCIES AT CONNECTION POINT PER CITY OF REXBURG STANDARDS. INSTALL 8" PVC SDR-35 SEWER MAIN, SLOPE AND LENGTH PER PLANS INSTALL MANHOLE PER ISPWC SD-501 TYPE A INSTALL 4" PVC SDR-35 SEWER LINE, SLOPE AND LENGTH PER PLANS INSTALL PLUG & MARKER, SEE ARCHITECTURAL PLANS FOR CONTINUATION 71 72 73 74 75 GENERAL NOTES: 1.ALL RIMS, VALVE LIDS SHALL BE SET FLUSH TO FINISH SURFACES 2.CONTRACTOR SHALL BE RESPONSIBLE TO LOCATE AND PROTECT EXISTING SANITARY SEWER DURING CONSTRUCTION. 3.STORM DRAIN PIPE TO BE SDR 35 FOR 6" PIPE, AND SANITITE HP OR APPROVED EQUAL FOR PIPES 12" AND LARGER, USE OTHER PIPE TYPES WHERE SPECIFIED. 27 282828 29 30 30 30 3030 30 31 31 31 31 31333333 33 33 32 323232 32 34 7272 7373 73 74 7474 74 12 T H S T PRIVATE DRIVE PR I V A T E D R I V E 74 02-05-21 w w w w w w toe t o e t o e t o e t o e toe toe toe toe toe toe toe SD 0+ 0 0 1+ 0 0 1 + 0 0 17+0018+00 19+0020+00 MATOA: 4848.81 1.2% 1.0% 1.9 % TOC: 4848.37 TOC: 4848.40 2.2 % 2.1%2.1% 2. 0 % 2. 0 % 1. 8 % 2 . 2 % 1.4% 1 . 2 % TBC: 4849.38 TOA:4848.86 TOA:4849.50TOA:4849.78 TOA:4849.51 TOA:4849.47 TOA:4850.46 TOA:4850.02 TBC: 4848.77 TOC: 4848.83TOC: 4848.83 DEP TBC: 4849.01 DEP TBC: 4848.96 TOC: 4848.56 TOC: 4848.51 TOC: 4848.59 TOC: 4848.58 TOC: 4849.05 TOC: 4848.92 TOA:4848.96 E l e v a t i o n Station PRIVATE_DR-2 PROFILE 4830 4840 4850 4860 4830 4840 4850 4860 16+7517+0018+0019+0020+00 17+00 48 4 9 . 7 6 48 4 8 . 7 7 18+00 48 5 0 . 0 0 48 4 8 . 3 4 19+00 48 4 9 . 0 0 48 4 8 . 0 5 ST A : 1 9 + 0 6 . 5 8 8" x 6 " W A T E R T E E ST A : 1 6 + 9 1 . 1 3 8" x 9 0 ° H O R Z . B E N D ST A : 1 9 + 8 1 . 8 8 8" G A T E V A L V E ST A : 1 9 + 8 6 . 8 8 8" x 1 0 " W A T E R T E E 8" WATER MAIN RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 -- - - C. 5 . 6 P R I V A T E 2 P P BV I R O N H O R S E I RE X B U R G , I D A H O 21 C.5.6 N H O R R O C K S E N G I N E E R S 0 30'60' SCALE: 1" = 30' WATER KEYNOTES EXISTING DOMESTIC WATER LINE. CONTRACTOR TO FIELD VERIFY EXACT DEPTH AND LOCATION AND NOTIFY ENGINEER OF RECORD OF ANY DISCREPANCIES CONNECT 8" WATER MAIN LINE TO EXISTING 8" WATER MAIN, INCLUDING 8" GATE VALVE PER CITY OF REXBURG STANDARDS, AND A TEE THRUST BLOCK PER ISPWC SD-403 INSTALL 8" DUCTILE IRON PIPE (PER CITY OF REXBURG STANDARD), LENGTH PER PLANS, MUST MAINTAIN 5' COVER INSTALL FIRE HYDRANT PER ISPWC SD-404. FIRE HYDRANT TO MEET CITY REXBURG STANDARDS POTABLE & NON-POTABLE VERTICAL LINE CROSSING PER ISPWC SD-407, MINIMUM 1.5' VERTICAL SEPARATION INSTALL 2" WATER SERVICE STUB PER ISPWC SD-402. STUBS PER CITY OF REXBURG STANDARD INSTALL 6" X 8" WITH GATE VALVE PER CITY OF REXBURG STANDARDS INSTALL 6" WATER SERVICE STUB INSTALL 8" 90° HORIZONTAL BEND, INCLUDING THRUST BLOCK PER ISPWC SD-403 INSTALL CAP AND MARKER, SEE PLUMBING PLANS FOR CONTINUATION 26 27 28 29 30 31 32 33 34 35 STORM DRAIN KEYNOTES INSTALL STORM DRAIN CATCH BASIN PER ISPWC SD-601 TYPE 1. GRATE TO BE NEENAH MODEL NUMBER R-3067 OR APPROVED EQUAL INSTALL STORM DRAIN PIPE, SIZE AND LENGTH PER PLAN INSTALL INFILTRATOR DRAIN PER REXBURG SD-16. TO INCLUDE MANHOLE, CHAMBERS, AND DRAIN ROCK MATERIALS INSTALL 6" ROOF DRAIN STUB, SEE ARCHITECTURAL DRAWINGS FOR CONTINUATION INSTALL 30" STORM DRAIN STRUCTURE WITH GRATED CIRCULAR LID INSTALL UNDERGROUND INFILTRATOR, SEE DETAIL 1 & 1A THIS SHEET INSTALL STORM DRAIN CATCH BASIN PER 2010 I.F. STD 700-9 INSTALL 1500 GAL SAND & GREASE TRAP PER ISPWC SD-624 INSTALL MONITORING WELL WITH TRAFFIC RATED LID PER ISPWC SD-627. INSTALL 6" ROOF DRAIN STUB, SEE ARCHITECTURAL DRAWINGS FOR CONTINUATION INSTALL 6" C/O WITH TRAFFIC RATED LID 51 52 53 54 55 56 57 58 59 60 61 MISCELLANEOUS KEYNOTES LOCATION OF PROPOSED TRANSFORMERS SEE ELECTRICAL PLANS FOR DETAILS PROPOSED LIGHT POLES, SEE ELECTRICAL PLANS FOR DETAILS A B SEWER KEYNOTES TIE INTO EXISTING SEWER MAIN WITH MANHOLE. CONTRACTOR TO FIELD VERIFY EXACT DEPTH AND LOCATION OF EXISTING SEWER LINE AND NOTIFY ENGINEER OF RECORD OF ANY DISCREPANCIES AT CONNECTION POINT PER CITY OF REXBURG STANDARDS. INSTALL 8" PVC SDR-35 SEWER MAIN, SLOPE AND LENGTH PER PLANS INSTALL MANHOLE PER ISPWC SD-501 TYPE A INSTALL 4" PVC SDR-35 SEWER LINE, SLOPE AND LENGTH PER PLANS INSTALL PLUG & MARKER, SEE ARCHITECTURAL PLANS FOR CONTINUATION 71 72 73 74 75 UN I V E R S I T Y B L V D PRIVATE DRIVE 27 28 29 32 34 02-05-21 to b to b to b to b to b to b to b to b to b to b to b to b to b to b to b to b to b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b to b to b fl fl fl fl fl fl fl fl fl fl fl fl fl fl fl fl fl fl f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l fl f l pp pp s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s w w w w w w w w w 4 8 4 9 4849 4849 4 8 4 9 4 8 4 8 48 4 8 48 4 7 484 8 4 8 4 8 48 4 8 48 5 0 48 4 9 48 5 0 48 4 9 48 4 9 48 5 0 4 8 4 9 4 8 5 0 48 5 0 4850484 9 4850 4850 484 8 4849 48 4 9 48 5 0 4850 48 4 9 4849 4849 4849 4850 4850 4 8 5 0 4850 4850 484 9 484 9 4 8 4 9 4 8 4 9 48 4 9 4 8 4 8 48 4 8 48 4 8 4 8 4 8 484 8 4848 484 8 4 8 4 8 48 4 8 4 8 4 9 4 8 4 9 4 8 4 8 48 4 9 48 4 8 4 8 4 9 48 4 9 4849 4848 4849 48 4 8 48 4 8 STRUCTURE - (30) RIM: 4848.73 INV IN: 4843.40 18" (W) INV OUT: 4843.00 24" (S) SD INLET - L RIM: 4848.03 INV IN: 4843.60 18" (S) INV IN: 4844.90 24" (N) INV OUT: 4843.50 18" (E) SD INLET - J RIM: 4847.26 INV IN: 4843.84 18" (S) INV OUT: 4843.74 18" (N) SD INLET - M RIM: 4847.79 INV IN: 4844.09 18" (E) INV OUT: 4843.99 18" (N) 221LF OF 18" S.D. @ 0.22%153LF OF 18" S.D. @ 0.22% SD INLET - R RIM: 4847.65 INV IN: 4844.23 18" (E) INV OUT: 4844.13 18" (W)127LF OF 18" S.D. @ 0.22%191LF OF 18" S.D. @ 0.22% SD INLET - Q RIM: 4847.65 INV OUT: 4844.65 18" (W) STRUCTURE - (34) RIM: 4845.47 INV IN: 4843.85 18" (E) SD INLET - I RIM: 4848.33 INV OUT: 4845.33 18" (SE) SD INLET - K RIM: 4849.28 INV IN: 4845.21 18" (NW) INV OUT: 4845.11 24" (S) 97 L F O F 2 4 " S . D . @ 0 . 2 2 % 56 L F O F 1 8 " S . D . @ 0 . 2 2 % SD INLET - P RIM: 4849.12 INV OUT: 4845.60 18" (S) 21 8 L F O F 1 8 " S . D . @ 0 . 2 2 % SD INLET - O RIM: 4848.79 INV IN: 4845.12 18" (N) INV OUT: 4845.02 18" (W) 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9+ 0 0 10 + 0 0 S D S D S D S D S D S D SD SD S S S SSMH - 1 S SSMH - 2 SS SS SS SS S SSMH - 3 SS SS SS S S S S S S S S s EX S S M H - 2 ss s EX S S M H - 3 ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss 1+00 2+00 3+00 4+00 5+00 6+00 7+00 S D S D S D S D S D S D S D S D S D S D S D S D S D 64 L F O F 1 8 " S . D . @ 0 . 2 2 % 6 7 L F O F 1 8 " S . D . @ 0 . 2 2 % SD INLET - N RIM: 4848.69 INV IN: 4844.68 18" (E) INV OUT: 4844.58 18" (W) 44LF OF 18" S.D. @ 0.22% RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 SI T E D R A I N A G E P L A N BV I R O N H O R S E I RE X B U R G , I D A H O 22 C.5.7 H O R R O C K S E N G I N E E R S 0 30'60' SCALE: 1" = 30' N WATER KEYNOTES EXISTING DOMESTIC WATER LINE. CONTRACTOR TO FIELD VERIFY EXACT DEPTH AND LOCATION AND NOTIFY ENGINEER OF RECORD OF ANY DISCREPANCIES CONNECT 8" WATER MAIN LINE TO EXISTING 8" WATER MAIN, INCLUDING 8" GATE VALVE PER CITY OF REXBURG STANDARDS, AND A TEE THRUST BLOCK PER ISPWC SD-403 INSTALL 8" DUCTILE IRON PIPE (PER CITY OF REXBURG STANDARD), LENGTH PER PLANS, MUST MAINTAIN 5' COVER INSTALL FIRE HYDRANT PER ISPWC SD-404. FIRE HYDRANT TO MEET CITY REXBURG STANDARDS POTABLE & NON-POTABLE VERTICAL LINE CROSSING PER ISPWC SD-407, MINIMUM 1.5' VERTICAL SEPARATION INSTALL 2" WATER SERVICE STUB PER ISPWC SD-402. STUBS PER CITY OF REXBURG STANDARD INSTALL 6" X 8" WITH GATE VALVE PER CITY OF REXBURG STANDARDS INSTALL 6" WATER SERVICE STUB INSTALL 8" 90° HORIZONTAL BEND, INCLUDING THRUST BLOCK PER ISPWC SD-403 INSTALL CAP AND MARKER, SEE PLUMBING PLANS FOR CONTINUATION 26 27 28 29 30 31 32 33 34 35 STORM DRAIN KEYNOTES INSTALL STORM DRAIN CATCH BASIN PER ISPWC SD-601 TYPE 1. GRATE TO BE NEENAH MODEL NUMBER R-3067 OR APPROVED EQUAL INSTALL STORM DRAIN PIPE, SIZE AND LENGTH PER PLAN INSTALL INFILTRATOR DRAIN PER REXBURG SD-16. TO INCLUDE MANHOLE, CHAMBERS, AND DRAIN ROCK MATERIALS INSTALL 6" ROOF DRAIN STUB, SEE ARCHITECTURAL DRAWINGS FOR CONTINUATION INSTALL 30" STORM DRAIN STRUCTURE WITH GRATED CIRCULAR LID INSTALL UNDERGROUND INFILTRATOR, SEE DETAIL 1 & 1A ON SHEET C.5.6 INSTALL STORM DRAIN CATCH BASIN PER 2010 I.F. STD 700-9 INSTALL 1500 GAL SAND & GREASE TRAP PER ISPWC SD-624 INSTALL MONITORING WELL WITH TRAFFIC RATED LID PER ISPWC SD-627. INSTALL 6" ROOF DRAIN STUB, SEE ARCHITECTURAL DRAWINGS FOR CONTINUATION INSTALL 6" C/O WITH TRAFFIC RATED LID 51 52 53 54 55 56 57 58 59 60 61 MISCELLANEOUS KEYNOTES LOCATION OF PROPOSED TRANSFORMERS SEE ELECTRICAL PLANS FOR DETAILS PROPOSED LIGHT POLES, SEE ELECTRICAL PLANS FOR DETAILS A B SEWER KEYNOTES TIE INTO EXISTING SEWER MAIN WITH MANHOLE. CONTRACTOR TO FIELD VERIFY EXACT DEPTH AND LOCATION OF EXISTING SEWER LINE AND NOTIFY ENGINEER OF RECORD OF ANY DISCREPANCIES AT CONNECTION POINT PER CITY OF REXBURG STANDARDS. INSTALL 8" PVC SDR-35 SEWER MAIN, SLOPE AND LENGTH PER PLANS INSTALL MANHOLE PER ISPWC SD-501 TYPE A INSTALL 4" PVC SDR-35 SEWER LINE, SLOPE AND LENGTH PER PLANS INSTALL PLUG & MARKER, SEE ARCHITECTURAL PLANS FOR CONTINUATION 71 72 73 74 75 GENERAL NOTES: 1.ALL RIMS, VALVE LIDS SHALL BE SET FLUSH TO FINISH SURFACES 2.CONTRACTOR SHALL BE RESPONSIBLE TO LOCATE AND PROTECT EXISTING SANITARY SEWER DURING CONSTRUCTION. 3.STORM DRAIN PIPE TO BE SDR 35 FOR 6" PIPE, AND SANITITE HP OR APPROVED EQUAL FOR PIPES 12" AND LARGER, USE OTHER PIPE TYPES WHERE SPECIFIED. 56 71 5252 52 52 5252 52 52 52 57 57 57 57 57 57 57 58 55 5555 55 12 T H S T PRIVATE DRIVE PROPOSED BUILDING PROPOSED BUILDING PROPOSED BUILDING 02-05-21 to b to b to b to b to b to b to b to b to b to b to b to b to b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b t o b to b to b t o b t o b t o b t o b t o b t o b t o b t o b tob tob tob tob tob tob tob tob fl fl fl fl fl fl fl fl fl fl fl fl fl fl fl fl f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l f l fl fl fl fl f l f l f l f l fl fl f l f l f l f l f l f l f l f l f l f l f l fl fl fl fl fl fl fl fl fl fl fl pp pp pp pp pp s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s s t w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w pp pp b e l b e l b e l b e l b e l b e l b e l to e to e t o e t o e t o e t o e t o e t o e t o e t o e to e to e t o e to e t o e t o e t o e t o e t o e to e t o e t o e t o e to e t o e to e ss ss ss ss ss ss SD W W W W W W W S SSSSS SSS s s ss ss ss ss ss ss ss s ss ss ss ss ss ss ss ss ss ss S D S D S D ss ss ss ss ss ss ss ss ss ss ss 0+001+002+003+004+005+006+00 7 + 0 0 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 12 + 0 0 13 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 18 + 0 0 19 + 0 0 20 + 0 0 20 + 2 5 4 8 4 8 4848 48 4 8 4848 4 8 4 8 4848 48 4 8 4849 4849 4849 484 9 4848 4849 4 8 4 9 4 8 4 9 4 8 4 9 4 8 5 0 48 4 9 48 4 9 48 4 8 48 4 9 48 5 0 4848 48 4 8 48 4 8 484 9 48 4 8 4847 4 8 4 8 4847 4 8 4 9 484 8 48 4 8 4849 4848 4849 48484849 4848 48 5 0 4848 4849 4850 48 5 0 48 5 0 48 4 9 4850 48504849 4 8 5 0 48 5 0 4 8 5 1 48 5 0 48 5 0 48 4 9 4 8 4 9 48 5 0 4 8 4 9 48 5 0 4848 48 4 8 4848 4849 4849 4849 4850 48 5 0 4849 4847 4849 48 4 9 4 8 4 9 48 4 8 484 8 484 9 48 4 9 48 5 0 4850 48 5 0 48 4 9 4849 484 9 4 8 4 8 48 4 9 48 4 9 48 4 8 485 0 4849 4850 4 8 4 9 48494 8 4 9 48 4 8 4 8 4 8 48 4 9 4 8 4 9 4848 4850 4850 4 8 4 9 4849 4 8 4 8 4845 48 4 6 48 4 7 48 4 8 48 4 8 4847 48 4 6 48 4 5 48 4 4 48 4 8 48 4 7 48 4 6 48 4 5 4844 4844 4849 4849 4849 4850 4 8 5 0 4850 48 5 0 48 5 0 4851 4 8 5 0 48 5 0 48 5 0 48 5 1 4850 4 8 4 9 4848 4848 4 8 5 0 48 4 9 48 4 8 48 4 7 48 4 8 48 4 8 48 4 8 48 4 8 4 8 4 8 L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D L O D LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F SF SF SF SF SF SF SF SF SF SF SF SF RE V I S I O N S RE V # DA T E DR A W I N G I N F O DA T E DE S I G N E D DR A W N *S E E G E N E R A L N O T E S S H E E T WA R N I N G 0 1 2 IF T H I S B A R D O E S N O T ME A S U R E 2 " T H E N DR A W I N G I S N O T T O S C A L E CI T Y R E V I E W S E T ww w . h o r r o c k s . c o m PAGE PR O J E C T CH E C K E D # 21 9 4 S n a k e R i v e r P a r k w a y , S u i t e 2 0 5 Id a h o F a l l s , I D 8 3 4 0 2 (2 0 8 ) 5 2 2 - 1 2 2 3 PRELIMINARY NOT FOR CONSTRUCTION ID - 2 6 7 6 - 2 0 0 9 LT S CJ F CJ F 02 / 0 5 / 2 0 2 1 ER O S I O N C O N T R O L P L A N BV I R O N H O R S E I RE X B U R G , I D A H O 23 C.6.0 R25' 1" TO 3" COARSE AGGREGATE FILTER FABRIC 50' MI N PU B L I C R O A D HA R D S U R F A C E STABILIZED CONSTRUCTION ENTRANCE 30' MIN 12" DIAMETER ROCK 6" MIN 18" MIN 18 " M I N 48" MIN48" MIN 4" PVC PIPE FLOW CROSS-SECTION WOVEN FABRIC SANDBAG FILLED WITH COARSE SAND-MIN WEIGHT 40 LBS. 24" MIN FRONT VIEW 4" PVC PIPE FOR DRAINAGE SANDBAG BARRIER INLET PROTECTION (PAVED AREA) RETRIEVAL STRAP OVERFLOW (PEAK STORM) SEDIMENT ACCUMULATION GEOTEXTILE FABRIC SILT FENCE BMP 63-68 EQUAL ALTERNATE: STEEL FENCE POST FILTER FABRIC MATERIAL 60" WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE 2" X 2" 14 GA WIRE FABRIC OR EQUIV. BURY BOTTOM OF FILTER MATERIAL IN 8" X 12" TRENCH FILTER FABRIC MATERIAL 2" X 2" 14 GA WIRE FABRIC OR EQUIV. PROVIDE 3/4" - 1 1/2" WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OR FILTER FENCE FABRIC ON THE SURFACE 2" X 4" WOOD POST ALT: STEEL FENCE POSTS 8" 12 " 2' - 6 " 2' - 0 " 5' - 0 " 6" H O R R O C K S E N G I N E E R SN 0 60'120' SCALE: 1" = 60' LEGEND SILT FENCE SEE DETAIL THIS SHEETSFSF CONSTRUCTION FENCE INLET PROTECTION SEE DETAIL THIS SHEET STABILIZED CONSTRUCTION ENTRANCE SEE DETAIL THIS SHEET PROPERTY BOUNDARY LIMITS OF DISTURBANCE PORTABLE TOILET CONTAINMENT JOBSITE DUMPSTER CONCRETE WASHOUT AREA DIRECTION OF EXISTING OVERLAND FLOW LOD LOD 1 INSTALL TEMPORARY INLET PROTECTION AT STORM DRAIN INLETS, 2 BAGS HIGH PER BMP31. ALL SILT TO BE REMOVED REGULARLY (FOR EXISTING AND PROPOSED INLETS) STABILIZED CONSTRUCTION ENTRANCE PER APWA 126 AT ENTRANCES AS SHOWN. CONSTRUCT SILT FENCE/PRESERVATION PER BMP 63-68 PROVIDE DUST CONTROL FOR ENTIRE SITE. CONCRETE WASHOUT AREA 2 3 4 5 1)BMP NEEDS FOR STORM WATER RUNOFF FOR A PARTICULAR AREA WILL BE DETERMINED WHEN A NEW STRUCTURE IS PROPOSED FOR CONSTRUCTION. 2)IT IS NOT INTENDED FOR THE SITE TO RECEIVE ANY ONCOMING FLOW FROM OUTSIDE SOURCES NOT CONTAINED IN EXISTING FLOW STRUCTURES. 3)FIELD MARK LIMITS OF DISTURBANCE FOR APPROVAL BY LOCAL AUTHORITY AND OBTAIN APPROPRIATE STORM WATER MANAGEMENT PERMIT. 4)INSTALL SILT FENCE AND/OR ENVIRONMENTAL FENCE AROUND PERIMETER OF PROJECT AS INDICATED ON THIS PLAN SHEET. 5)INSTALL SEDIMENT CONTROL MEASURES INDICATED IN ALL EXISTING STORM DRAIN INLETS ADJACENT TO THE CONSTRUCTION SITE. 6)CONTRACTOR WILL BEGIN DEMOLITION, GRADING, EXCAVATION, AND CONSTRUCTING SITE UTILITY IMPROVEMENTS AS NEW DRAINAGE ELEMENTS ARE COMPLETED, CONSTRUCT SEDIMENT PROTECTION AT ALL NEW INLETS. 7)AREAS DISTURBED BY CONSTRUCTION ACTIVITIES WILL BE STABILIZED WITH NATIVE GRASS MATERIAL OUTSIDE THE STREET RIGHT OF WAY AND PAVEMENT AREAS OF PARKING AND DRIVEWAY AREAS. SITE STABILIZATION OF AREAS DISTURBED BY CONSTRUCTION ACTIVITIES TO BE COMPLETED WITHIN 14 DAYS OF FINISHING AN AREA TO THE FINAL LINES AND GRADES INDICATED ON THE GRADING PLAN. 8)LANDSCAPE ESTABLISHMENT, REMOVE TEMPORARY MEASURES AND CLEAN STORM DRAIN SYSTEM PRIOR TO RELEASING SYSTEM TO PROJECT OWNER. 9)DISCHARGE FROM THE SITE WILL BE THROUGH THE NEW STORM DRAIN SYSTEM AND INTO THE SNAKE RIVER LANDING COMMUNAL SYSTEM. 10)THE BMPS AND SITE WILL BE MONITORED REGULARLY, ANY ADDITIONAL BMPS THAT ARE NEEDED WILL BE DETERMINED DURING REGULAR INSPECTIONS AND INSTALLED ACCORDING TO SPECIFICATIONS. 11)CONTRACTOR TO UTILIZE STABLIZED CONSTRUCTION ENTRANCE FOR VEHICLE TIRE WASH, AS NECESSARY. SWPPP NOTES APPROXIMATE QUANTITY SUMMARY LINEAR FIBER ROLL - SILT FENCE 1930 LF CONSTRUCTION FENCE - EARTH DIKE & DRAINAGE SWALE - RIP RAP - HYDROSEEDING - STABILIZED CONSTRUCTION ENTRANCE 2 EA STABILIZED STAGING AREA 1 EA CONCRETE WASH OUT 1 EA SEDIMENT BASIN - WHEEL WASH - INLET PROTECTION 19 EA CHECK DAM - LIMITS OF DISTURBANCE ±20.71 AC PROJECT ACRES ±20.71 AC INLET PROTECTION SEE DETAIL THIS SHEET 1 1 1 1 1 1 1 1 1 1 1 1 111 1 1 1 1 2 2 5 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 3 3 3 3 3 3 3 PROPOSED BUILDINGPROPOSED BUILDING PROPOSED BUILDING UNIVERSITY BLVD 12 T H S T R E E T PRIVATE DRIVE PR I V A T E D R I V E PRIVATE DRIVE 02-05-21 Iron Horse D ivision I Traffic Impact Study B Appendix B: Synchro Reports HCM 6th TWSC 3: 12th West & University Blvd 03/11/2021 03/11/2021 Iron Horse Existing AM Synchro 10 Report Page 1 Intersection Int Delay, s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 117 6 54 351 149 20 3 51 100 6 50 Future Vol, veh/h 25 117 6 54 351 149 20 3 51 100 6 50 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - 150 100 - 100 - - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 127 7 59 382 162 22 3 55 109 7 54 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 544 0 0 134 0 0 797 847 131 714 688 382 Stage 1 - - - - - - 185 185 - 500 500 - Stage 2 - - - - - - 612 662 - 214 188 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1025 - - 1451 - - 305 299 919 346 369 665 Stage 1 - - - - - - 817 747 - 553 543 - Stage 2 - - - - - - 480 459 - 788 745 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1025 - - 1451 - - 262 279 919 306 345 665 Mov Cap-2 Maneuver - - - - - - 262 279 - 306 345 - Stage 1 - - - - - - 796 728 - 539 521 - Stage 2 - - - - - - 418 440 - 718 726 - Approach EB WB NB SB HCM Control Delay, s 1.5 0.7 13.2 19 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 519 1025 - - 1451 - - 306 605 HCM Lane V/C Ratio 0.155 0.027 - - 0.04 - - 0.355 0.101 HCM Control Delay (s) 13.2 8.6 - - 7.6 - - 23.1 11.6 HCM Lane LOS B A - - A - - C B HCM 95th %tile Q(veh) 0.5 0.1 - - 0.1 - - 1.6 0.3 HCM 6th TWSC 6: SB Ramps & University Blvd 03/11/2021 03/11/2021 Iron Horse Existing AM Synchro 10 Report Page 2 Intersection Int Delay, s/veh 22.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 204 24 401 360 0 0 0 0 87 1 73 Future Vol, veh/h 0 204 24 401 360 0 0 0 0 87 1 73 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - 0 95 - - - - - - - 200 Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 222 26 436 391 0 0 0 0 95 1 79 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 248 0 0 1498 1511 196 Stage 1 - - - - - - 1263 1263 - Stage 2 - - - - - - 235 248 - Critical Hdwy - - - 4.13 - - 6.63 6.53 6.93 Critical Hdwy Stg 1 - - - - - - 5.83 5.53 - Critical Hdwy Stg 2 - - - - - - 5.43 5.53 - Follow-up Hdwy - - - 2.219 - - 3.519 4.019 3.319 Pot Cap-1 Maneuver 0 - - 1316 - 0 123 120 813 Stage 1 0 - - - - 0 230 240 - Stage 2 0 - - - - 0 803 701 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - 1316 - - ~ 82 0 813 Mov Cap-2 Maneuver - - - - - - ~ 82 0 - Stage 1 - - - - - - 230 0 - Stage 2 - - - - - - 537 0 - Approach EB WB SB HCM Control Delay, s 0 4.8 137.1 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1 SBLn2 Capacity (veh/h) - - 1316 - 82 813 HCM Lane V/C Ratio - - 0.331 - 1.166 0.098 HCM Control Delay (s) - - 9.1 - 242.7 9.9 HCM Lane LOS - - A - F A HCM 95th %tile Q(veh) - - 1.5 - 6.9 0.3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 9: NB Ramps & University Blvd 03/11/2021 03/11/2021 Iron Horse Existing AM Synchro 10 Report Page 3 Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 299 0 0 666 70 72 0 265 0 0 0 Future Vol, veh/h 34 299 0 0 666 70 72 0 265 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 130 - - - - - - - 200 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 16965 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 37 325 0 0 724 76 78 0 288 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 800 0 - - - 0 761 1199 163 Stage 1 - - - - - - 399 399 - Stage 2 - - - - - - 362 800 - Critical Hdwy 4.14 - - - - - 6.84 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 5.84 5.54 - Critical Hdwy Stg 2 - - - - - - 5.84 5.54 - Follow-up Hdwy 2.22 - - - - - 3.52 4.02 3.32 Pot Cap-1 Maneuver 819 - 0 0 - - 342 184 853 Stage 1 - - 0 0 - - 647 601 - Stage 2 - - 0 0 - - 675 395 - Platoon blocked, % - - - Mov Cap-1 Maneuver 819 - - - - - 327 0 853 Mov Cap-2 Maneuver - - - - - - 327 0 - Stage 1 - - - - - - 618 0 - Stage 2 - - - - - - 675 0 - Approach EB WB NB HCM Control Delay, s 1 0 13.1 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBT WBR Capacity (veh/h) 327 853 819 - - - HCM Lane V/C Ratio 0.239 0.338 0.045 - - - HCM Control Delay (s) 19.4 11.4 9.6 - - - HCM Lane LOS C B A - - - HCM 95th %tile Q(veh) 0.9 1.5 0.1 - - - Queuing and Blocking Report Iron Horse Existing AM 03/12/2021 SimTraffic Report Page 1 Intersection: 3: 12th West & University Blvd Movement EB WB WB WB NB SB SB Directions Served L L T R LTR L TR Maximum Queue (ft) 31 36 4 32 62 88 54 Average Queue (ft) 11 8 0 2 29 34 20 95th Queue (ft) 35 30 0 13 50 63 39 Link Distance (ft) 551 719 542 469 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 100 200 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: SB Ramps & University Blvd Movement EB EB WB SB SB Directions Served T R L LT R Maximum Queue (ft) 10 16 98 138 60 Average Queue (ft) 0 1 42 54 26 95th Queue (ft) 6 7 79 107 47 Link Distance (ft) 719 719 392 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 95 200 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 9: NB Ramps & University Blvd Movement EB WB WB NB NB Directions Served L T TR LT R Maximum Queue (ft) 50 4 17 84 85 Average Queue (ft) 13 0 1 34 40 95th Queue (ft) 38 3 8 65 68 Link Distance (ft) 360 360 448 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 130 200 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 0 HCM 6th TWSC 3: 12th West & University Blvd 03/11/2021 03/11/2021 Iron Horse Existing Noon Hour Synchro 10 Report Page 1 Intersection Int Delay, s/veh 5.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 92 8 41 106 112 5 11 38 131 9 27 Future Vol, veh/h 18 92 8 41 106 112 5 11 38 131 9 27 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - 150 100 - 100 - - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 20 100 9 45 115 122 5 12 41 142 10 29 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 237 0 0 109 0 0 431 472 105 376 354 115 Stage 1 - - - - - - 145 145 - 205 205 - Stage 2 - - - - - - 286 327 - 171 149 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1330 - - 1481 - - 535 490 949 581 571 937 Stage 1 - - - - - - 858 777 - 797 732 - Stage 2 - - - - - - 721 648 - 831 774 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1330 - - 1481 - - 494 468 949 526 545 937 Mov Cap-2 Maneuver - - - - - - 494 468 - 526 545 - Stage 1 - - - - - - 845 765 - 785 710 - Stage 2 - - - - - - 668 629 - 771 762 - Approach EB WB NB SB HCM Control Delay, s 1.2 1.2 10.3 13.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 733 1330 - - 1481 - - 526 794 HCM Lane V/C Ratio 0.08 0.015 - - 0.03 - - 0.271 0.049 HCM Control Delay (s) 10.3 7.7 - - 7.5 - - 14.4 9.8 HCM Lane LOS B A - - A - - B A HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 1.1 0.2 HCM 6th TWSC 3: 12th West & University Blvd 03/11/2021 03/11/2021 Iron Horse Existing PM Synchro 10 Report Page 1 Intersection Int Delay, s/veh 7.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 51 7 46 32 137 5 9 57 215 17 12 Future Vol, veh/h 13 51 7 46 32 137 5 9 57 215 17 12 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - 150 100 - 100 - - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 14 55 8 50 35 149 5 10 62 234 18 13 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 184 0 0 63 0 0 312 371 59 258 226 35 Stage 1 - - - - - - 87 87 - 135 135 - Stage 2 - - - - - - 225 284 - 123 91 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1391 - - 1540 - - 641 559 1007 695 673 1038 Stage 1 - - - - - - 921 823 - 868 785 - Stage 2 - - - - - - 778 676 - 881 820 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1391 - - 1540 - - 599 536 1007 623 645 1038 Mov Cap-2 Maneuver - - - - - - 599 536 - 623 645 - Stage 1 - - - - - - 912 815 - 859 760 - Stage 2 - - - - - - 725 654 - 809 812 - Approach EB WB NB SB HCM Control Delay, s 1.4 1.6 9.5 13.7 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 869 1391 - - 1540 - - 623 765 HCM Lane V/C Ratio 0.089 0.01 - - 0.032 - - 0.375 0.041 HCM Control Delay (s) 9.5 7.6 - - 7.4 - - 14.2 9.9 HCM Lane LOS A A - - A - - B A HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 1.7 0.1 HCM 6th TWSC 6: SB Ramps & University Blvd 03/11/2021 03/11/2021 Iron Horse Existing PM Synchro 10 Report Page 2 Intersection Int Delay, s/veh 27.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 210 62 407 247 0 0 0 0 101 0 32 Future Vol, veh/h 0 210 62 407 247 0 0 0 0 101 0 32 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - 0 95 - - - - - - - 200 Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 228 67 442 268 0 0 0 0 110 0 35 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 295 0 0 1414 1447 134 Stage 1 - - - - - - 1152 1152 - Stage 2 - - - - - - 262 295 - Critical Hdwy - - - 4.13 - - 6.63 6.53 6.93 Critical Hdwy Stg 1 - - - - - - 5.83 5.53 - Critical Hdwy Stg 2 - - - - - - 5.43 5.53 - Follow-up Hdwy - - - 2.219 - - 3.519 4.019 3.319 Pot Cap-1 Maneuver 0 - - 1265 - 0 140 131 891 Stage 1 0 - - - - 0 264 271 - Stage 2 0 - - - - 0 781 668 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - 1265 - - ~ 91 0 891 Mov Cap-2 Maneuver - - - - - - ~ 91 0 - Stage 1 - - - - - - 264 0 - Stage 2 - - - - - - 508 0 - Approach EB WB SB HCM Control Delay, s 0 5.8 188 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1 SBLn2 Capacity (veh/h) - - 1265 - 91 891 HCM Lane V/C Ratio - - 0.35 - 1.206 0.039 HCM Control Delay (s) - - 9.4 - 244.7 9.2 HCM Lane LOS - - A - F A HCM 95th %tile Q(veh) - - 1.6 - 7.7 0.1 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 9: NB Ramps & University Blvd 03/11/2021 03/11/2021 Iron Horse Existing PM Synchro 10 Report Page 3 Intersection Int Delay, s/veh 7.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 56 270 0 0 566 111 68 1 558 0 0 0 Future Vol, veh/h 56 270 0 0 566 111 68 1 558 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 130 - - - - - - - 200 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 16965 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 61 293 0 0 615 121 74 1 607 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 736 0 - - - 0 723 1151 147 Stage 1 - - - - - - 415 415 - Stage 2 - - - - - - 308 736 - Critical Hdwy 4.14 - - - - - 6.84 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 5.84 5.54 - Critical Hdwy Stg 2 - - - - - - 5.84 5.54 - Follow-up Hdwy 2.22 - - - - - 3.52 4.02 3.32 Pot Cap-1 Maneuver 865 - 0 0 - - 361 197 873 Stage 1 - - 0 0 - - 635 591 - Stage 2 - - 0 0 - - 719 423 - Platoon blocked, % - - - Mov Cap-1 Maneuver 865 - - - - - 335 0 873 Mov Cap-2 Maneuver - - - - - - 335 0 - Stage 1 - - - - - - 590 0 - Stage 2 - - - - - - 719 0 - Approach EB WB NB HCM Control Delay, s 1.6 0 18 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBT WBR Capacity (veh/h) 335 873 865 - - - HCM Lane V/C Ratio 0.224 0.695 0.07 - - - HCM Control Delay (s) 18.8 17.9 9.5 - - - HCM Lane LOS C C A - - - HCM 95th %tile Q(veh) 0.8 5.8 0.2 - - - Queuing and Blocking Report Iron Horse Existing PM 03/12/2021 SimTraffic Report Page 1 Intersection: 3: 12th West & University Blvd Movement EB EB WB WB NB SB SB Directions Served L TR L R LTR L TR Maximum Queue (ft) 35 4 24 4 56 76 25 Average Queue (ft) 3 0 2 0 27 38 13 95th Queue (ft) 17 4 12 0 45 63 29 Link Distance (ft) 551 542 469 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 100 100 200 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: SB Ramps & University Blvd Movement EB EB WB SB SB Directions Served T R L LT R Maximum Queue (ft) 18 16 112 134 47 Average Queue (ft) 1 1 49 50 17 95th Queue (ft) 8 9 88 99 40 Link Distance (ft) 719 719 392 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 95 200 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 9: NB Ramps & University Blvd Movement EB WB NB NB Directions Served L TR LT R Maximum Queue (ft) 47 13 67 186 Average Queue (ft) 19 1 34 83 95th Queue (ft) 41 8 60 140 Link Distance (ft) 360 448 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 130 200 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Network Summary Network wide Queuing Penalty: 0 HCM 6th TWSC 3: 12th West & University Blvd 03/15/2021 03/11/2021 Iron Horse 2026 Background Traffic AM Synchro 10 Report Page 1 Intersection Int Delay, s/veh 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 142 7 66 427 181 24 4 62 122 7 61 Future Vol, veh/h 30 142 7 66 427 181 24 4 62 122 7 61 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - 150 100 - 100 - - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 33 154 8 72 464 197 26 4 67 133 8 66 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 661 0 0 162 0 0 968 1029 158 868 836 464 Stage 1 - - - - - - 224 224 - 608 608 - Stage 2 - - - - - - 744 805 - 260 228 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 927 - - 1417 - - 233 234 887 273 303 598 Stage 1 - - - - - - 779 718 - 483 486 - Stage 2 - - - - - - 407 395 - 745 715 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 927 - - 1417 - - 190 214 887 232 277 598 Mov Cap-2 Maneuver - - - - - - 190 214 - 232 277 - Stage 1 - - - - - - 751 692 - 466 461 - Stage 2 - - - - - - 338 375 - 660 689 - Approach EB WB NB SB HCM Control Delay, s 1.5 0.8 16.2 29.9 HCM LOS C D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 419 927 - - 1417 - - 232 534 HCM Lane V/C Ratio 0.233 0.035 - - 0.051 - - 0.572 0.138 HCM Control Delay (s) 16.2 9 - - 7.7 - - 39.4 12.8 HCM Lane LOS C A - - A - - E B HCM 95th %tile Q(veh) 0.9 0.1 - - 0.2 - - 3.2 0.5 HCM 6th TWSC 6: SB Ramps & University Blvd 03/15/2021 03/11/2021 Iron Horse 2026 Background Traffic AM Synchro 10 Report Page 2 Intersection Int Delay, s/veh 75.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 249 30 488 438 0 0 0 0 106 1 89 Future Vol, veh/h 0 249 30 488 438 0 0 0 0 106 1 89 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - 0 95 - - - - - - - 200 Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 271 33 530 476 0 0 0 0 115 1 97 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 304 0 0 1824 1840 238 Stage 1 - - - - - - 1536 1536 - Stage 2 - - - - - - 288 304 - Critical Hdwy - - - 4.13 - - 6.63 6.53 6.93 Critical Hdwy Stg 1 - - - - - - 5.83 5.53 - Critical Hdwy Stg 2 - - - - - - 5.43 5.53 - Follow-up Hdwy - - - 2.219 - - 3.519 4.019 3.319 Pot Cap-1 Maneuver 0 - - 1255 - 0 ~ 76 75 764 Stage 1 0 - - - - 0 164 177 - Stage 2 0 - - - - 0 760 662 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - 1255 - - ~ 44 0 764 Mov Cap-2 Maneuver - - - - - - ~ 44 0 - Stage 1 - - - - - - 164 0 - Stage 2 - - - - - - 439 0 - Approach EB WB SB HCM Control Delay, s 0 5.2 $ 518 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1 SBLn2 Capacity (veh/h) - - 1255 - 44 764 HCM Lane V/C Ratio - - 0.423 - 2.643 0.127 HCM Control Delay (s) - - 10 -$ 940.3 10.4 HCM Lane LOS - - A - F B HCM 95th %tile Q(veh) - - 2.1 - 12.5 0.4 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 9: NB Ramps & University Blvd 03/15/2021 03/11/2021 Iron Horse 2026 Background Traffic AM Synchro 10 Report Page 3 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 41 364 0 0 810 85 88 0 322 0 0 0 Future Vol, veh/h 41 364 0 0 810 85 88 0 322 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 130 - - - - - - - 200 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 16965 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 45 396 0 0 880 92 96 0 350 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 972 0 - - - 0 926 1458 198 Stage 1 - - - - - - 486 486 - Stage 2 - - - - - - 440 972 - Critical Hdwy 4.14 - - - - - 6.84 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 5.84 5.54 - Critical Hdwy Stg 2 - - - - - - 5.84 5.54 - Follow-up Hdwy 2.22 - - - - - 3.52 4.02 3.32 Pot Cap-1 Maneuver 705 - 0 0 - - 268 128 810 Stage 1 - - 0 0 - - 584 549 - Stage 2 - - 0 0 - - 616 329 - Platoon blocked, % - - - Mov Cap-1 Maneuver 705 - - - - - 251 0 810 Mov Cap-2 Maneuver - - - - - - 251 0 - Stage 1 - - - - - - 547 0 - Stage 2 - - - - - - 616 0 - Approach EB WB NB HCM Control Delay, s 1.1 0 16 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBT WBR Capacity (veh/h) 251 810 705 - - - HCM Lane V/C Ratio 0.381 0.432 0.063 - - - HCM Control Delay (s) 27.9 12.8 10.5 - - - HCM Lane LOS D B B - - - HCM 95th %tile Q(veh) 1.7 2.2 0.2 - - - Queuing and Blocking Report Iron Horse 2026 Background Traffic AM 03/15/2021 SimTraffic Report Page 1 Intersection: 3: 12th West & University Blvd Movement EB WB WB WB NB SB SB Directions Served L L T R LTR L TR Maximum Queue (ft) 56 45 4 18 73 104 63 Average Queue (ft) 17 10 0 1 34 44 21 95th Queue (ft) 46 35 3 10 58 82 45 Link Distance (ft) 551 719 542 469 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 100 200 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: SB Ramps & University Blvd Movement EB EB WB WB WB SB SB Directions Served T R L T T LT R Maximum Queue (ft) 14 16 159 9 6 189 60 Average Queue (ft) 1 1 65 0 0 88 28 95th Queue (ft) 8 10 117 6 4 176 49 Link Distance (ft) 719 719 400 400 392 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 95 200 Storage Blk Time (%) 2 2 Queuing Penalty (veh) 4 2 Intersection: 9: NB Ramps & University Blvd Movement EB WB WB NB NB Directions Served L T TR LT R Maximum Queue (ft) 47 11 16 126 101 Average Queue (ft) 16 0 1 49 51 95th Queue (ft) 41 8 7 97 88 Link Distance (ft) 360 360 448 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 130 200 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Network Summary Network wide Queuing Penalty: 5 HCM 6th TWSC 3: 12th West & University Blvd 04/09/2021 03/11/2021 Iron Horse 2026 Background Traffic PM Synchro 10 Report Page 1 Intersection Int Delay, s/veh 8.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 62 9 56 39 167 6 11 69 262 21 15 Future Vol, veh/h 16 62 9 56 39 167 6 11 69 262 21 15 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - 150 100 - 0 - - 100 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 17 67 10 61 42 182 7 12 75 285 23 16 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 224 0 0 77 0 0 381 452 72 314 275 42 Stage 1 - - - - - - 106 106 - 164 164 - Stage 2 - - - - - - 275 346 - 150 111 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1345 - - 1522 - - 577 503 990 639 632 1029 Stage 1 - - - - - - 900 807 - 838 762 - Stage 2 - - - - - - 731 635 - 853 804 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1345 - - 1522 - - 530 477 990 557 599 1029 Mov Cap-2 Maneuver - - - - - - 530 477 - 557 599 - Stage 1 - - - - - - 888 797 - 827 732 - Stage 2 - - - - - - 669 610 - 767 794 - Approach EB WB NB SB HCM Control Delay, s 1.4 1.6 9.6 17.1 HCM LOS A C Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 494 990 1345 - - 1522 - - 557 725 HCM Lane V/C Ratio 0.037 0.076 0.013 - - 0.04 - - 0.511 0.054 HCM Control Delay (s) 12.6 8.9 7.7 - - 7.5 - - 18 10.2 HCM Lane LOS B A A - - A - - C B HCM 95th %tile Q(veh) 0.1 0.2 0 - - 0.1 - - 2.9 0.2 HCM 6th TWSC 6: SB Ramps & University Blvd 04/09/2021 03/11/2021 Iron Horse 2026 Background Traffic PM Synchro 10 Report Page 2 Intersection Int Delay, s/veh 95.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 255 75 495 301 0 0 0 0 123 0 39 Future Vol, veh/h 0 255 75 495 301 0 0 0 0 123 0 39 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - 100 95 - - - - - - - 200 Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 277 82 538 327 0 0 0 0 134 0 42 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 359 0 0 1721 1762 164 Stage 1 - - - - - - 1403 1403 - Stage 2 - - - - - - 318 359 - Critical Hdwy - - - 4.13 - - 6.63 6.53 6.93 Critical Hdwy Stg 1 - - - - - - 5.83 5.53 - Critical Hdwy Stg 2 - - - - - - 5.43 5.53 - Follow-up Hdwy - - - 2.219 - - 3.519 4.019 3.319 Pot Cap-1 Maneuver 0 - - 1198 - 0 ~ 89 84 852 Stage 1 0 - - - - 0 194 205 - Stage 2 0 - - - - 0 737 626 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - 1198 - - ~ 49 0 852 Mov Cap-2 Maneuver - - - - - - ~ 49 0 - Stage 1 - - - - - - 194 0 - Stage 2 - - - - - - 406 0 - Approach EB WB SB HCM Control Delay, s 0 6.5 $ 730.2 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1 SBLn2 Capacity (veh/h) - - 1198 - 49 852 HCM Lane V/C Ratio - - 0.449 - 2.728 0.05 HCM Control Delay (s) - - 10.4 -$ 958.8 9.4 HCM Lane LOS - - B - F A HCM 95th %tile Q(veh) - - 2.4 - 14.1 0.2 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 9: NB Ramps & University Blvd 04/09/2021 03/11/2021 Iron Horse 2026 Background Traffic PM Synchro 10 Report Page 3 Intersection Int Delay, s/veh 12.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 68 328 0 0 689 135 83 0 679 0 0 0 Future Vol, veh/h 68 328 0 0 689 135 83 0 679 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 130 - - - - - - - 200 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 16965 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 74 357 0 0 749 147 90 0 738 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 896 0 - - - 0 880 1401 179 Stage 1 - - - - - - 505 505 - Stage 2 - - - - - - 375 896 - Critical Hdwy 4.14 - - - - - 6.84 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 5.84 5.54 - Critical Hdwy Stg 2 - - - - - - 5.84 5.54 - Follow-up Hdwy 2.22 - - - - - 3.52 4.02 3.32 Pot Cap-1 Maneuver 753 - 0 0 - - 287 139 833 Stage 1 - - 0 0 - - 571 539 - Stage 2 - - 0 0 - - 665 357 - Platoon blocked, % - - - Mov Cap-1 Maneuver 753 - - - - - 259 0 833 Mov Cap-2 Maneuver - - - - - - 259 0 - Stage 1 - - - - - - 515 0 - Stage 2 - - - - - - 665 0 - Approach EB WB NB HCM Control Delay, s 1.8 0 31.8 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBT WBR Capacity (veh/h) 259 833 753 - - - HCM Lane V/C Ratio 0.348 0.886 0.098 - - - HCM Control Delay (s) 26.2 32.5 10.3 - - - HCM Lane LOS D D B - - - HCM 95th %tile Q(veh) 1.5 11.7 0.3 - - - Queuing and Blocking Report Iron Horse 2026 Background Traffic PM 04/09/2021 SimTraffic Report Page 1 Intersection: 3: 12th West & University Blvd Movement EB WB WB NB NB SB SB Directions Served L L R LT R L TR Maximum Queue (ft) 36 31 15 35 59 111 30 Average Queue (ft) 5 4 0 15 29 50 15 95th Queue (ft) 25 20 7 40 49 90 31 Link Distance (ft) 551 709 555 469 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 100 200 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: SB Ramps & University Blvd Movement EB EB WB WB SB SB Directions Served T R L T LT R Maximum Queue (ft) 21 26 119 3 240 50 Average Queue (ft) 2 2 60 0 102 18 95th Queue (ft) 12 14 100 2 212 40 Link Distance (ft) 709 400 392 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 95 200 Storage Blk Time (%) 1 6 Queuing Penalty (veh) 1 2 Intersection: 9: NB Ramps & University Blvd Movement EB WB WB NB NB Directions Served L T TR LT R Maximum Queue (ft) 55 9 22 241 346 Average Queue (ft) 22 0 1 47 161 95th Queue (ft) 47 5 10 145 311 Link Distance (ft) 360 360 448 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 130 200 Storage Blk Time (%) 12 Queuing Penalty (veh) 10 Network Summary Network wide Queuing Penalty: 14 HCM 6th TWSC 2: 12th West & 12th West South Access 03/15/2021 03/11/2021 Iron Horse 2026 Traffic with Development Synchro 10 Report Page 1 Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 12 3 3 86 84 13 Future Vol, veh/h 12 3 3 86 84 13 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 13 3 3 93 91 14 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 197 98 105 0 - 0 Stage 1 98 - - - - - Stage 2 99 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 792 958 1486 - - - Stage 1 926 - - - - - Stage 2 925 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 790 958 1486 - - - Mov Cap-2 Maneuver 790 - - - - - Stage 1 924 - - - - - Stage 2 925 - - - - - Approach EB NB SB HCM Control Delay, s 9.4 0.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1486 - 790 958 - - HCM Lane V/C Ratio 0.002 - 0.017 0.003 - - HCM Control Delay (s) 7.4 0 9.6 8.8 - - HCM Lane LOS A A A A - - HCM 95th %tile Q(veh) 0 - 0.1 0 - - HCM 6th TWSC 3: 12th West & University Blvd 03/15/2021 03/11/2021 Iron Horse 2026 Traffic with Development Synchro 10 Report Page 2 Intersection Int Delay, s/veh 26.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 187 9 130 475 181 26 26 122 122 31 67 Future Vol, veh/h 36 187 9 130 475 181 26 26 122 122 31 67 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - 150 100 - 100 - - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 39 203 10 141 516 197 28 28 133 133 34 73 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 713 0 0 213 0 0 1236 1281 208 1165 1089 516 Stage 1 - - - - - - 286 286 - 798 798 - Stage 2 - - - - - - 950 995 - 367 291 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 887 - - 1357 - - 153 166 832 171 215 559 Stage 1 - - - - - - 721 675 - 380 398 - Stage 2 - - - - - - 312 323 - 653 672 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 887 - - 1357 - - 102 142 832 ~ 109 184 559 Mov Cap-2 Maneuver - - - - - - 102 142 - ~ 109 184 - Stage 1 - - - - - - 689 645 - 363 357 - Stage 2 - - - - - - 220 289 - 502 642 - Approach EB WB NB SB HCM Control Delay, s 1.4 1.3 35.9 136.5 HCM LOS E F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 298 887 - - 1357 - - 109 340 HCM Lane V/C Ratio 0.635 0.044 - - 0.104 - - 1.217 0.313 HCM Control Delay (s) 35.9 9.2 - - 8 - - 229.8 20.3 HCM Lane LOS E A - - A - - F C HCM 95th %tile Q(veh) 4 0.1 - - 0.3 - - 8.7 1.3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 6: SB Ramp & University Blvd 03/15/2021 03/11/2021 Iron Horse 2026 Traffic with Development Synchro 10 Report Page 3 Intersection Int Delay, s/veh 136.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 386 45 488 665 0 0 0 0 106 0 121 Future Vol, veh/h 0 386 45 488 665 0 0 0 0 106 0 121 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - 0 95 - - - - - - - 200 Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 420 49 530 723 0 0 0 0 115 0 132 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 469 0 0 2228 2252 362 Stage 1 - - - - - - 1783 1783 - Stage 2 - - - - - - 445 469 - Critical Hdwy - - - 4.13 - - 6.63 6.53 6.93 Critical Hdwy Stg 1 - - - - - - 5.83 5.53 - Critical Hdwy Stg 2 - - - - - - 5.43 5.53 - Follow-up Hdwy - - - 2.219 - - 3.519 4.019 3.319 Pot Cap-1 Maneuver 0 - - 1091 - 0 ~ 42 41 635 Stage 1 0 - - - - 0 120 133 - Stage 2 0 - - - - 0 645 560 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - 1091 - - ~ 22 0 635 Mov Cap-2 Maneuver - - - - - - ~ 22 0 - Stage 1 - - - - - - 120 0 - Stage 2 - - - - - - 332 0 - Approach EB WB SB HCM Control Delay, s 0 4.8 $ 1061.7 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1 SBLn2 Capacity (veh/h) - - 1091 - 22 635 HCM Lane V/C Ratio - - 0.486 - 5.237 0.207 HCM Control Delay (s) - - 11.4 -$ 2259.8 12.1 HCM Lane LOS - - B - F B HCM 95th %tile Q(veh) - - 2.7 - 14.6 0.8 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 9: NB Ramp & University Blvd 03/15/2021 03/11/2021 Iron Horse 2026 Traffic with Development Synchro 10 Report Page 4 Intersection Int Delay, s/veh 7.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 70 424 0 0 1030 85 123 0 322 0 0 0 Future Vol, veh/h 70 424 0 0 1030 85 123 0 322 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 130 - - - - - - - 200 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 16965 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 76 461 0 0 1120 92 134 0 350 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 1212 0 - - - 0 1173 1825 231 Stage 1 - - - - - - 613 613 - Stage 2 - - - - - - 560 1212 - Critical Hdwy 4.14 - - - - - 6.84 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 5.84 5.54 - Critical Hdwy Stg 2 - - - - - - 5.84 5.54 - Follow-up Hdwy 2.22 - - - - - 3.52 4.02 3.32 Pot Cap-1 Maneuver 571 - 0 0 - - 185 76 771 Stage 1 - - 0 0 - - 503 481 - Stage 2 - - 0 0 - - 535 253 - Platoon blocked, % - - - Mov Cap-1 Maneuver 571 - - - - - 160 0 771 Mov Cap-2 Maneuver - - - - - - 160 0 - Stage 1 - - - - - - 436 0 - Stage 2 - - - - - - 535 0 - Approach EB WB NB HCM Control Delay, s 1.7 0 34.5 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBT WBR Capacity (veh/h) 160 771 571 - - - HCM Lane V/C Ratio 0.836 0.454 0.133 - - - HCM Control Delay (s) 89.6 13.5 12.3 - - - HCM Lane LOS F B B - - - HCM 95th %tile Q(veh) 5.6 2.4 0.5 - - - HCM 6th TWSC 12: West University Access & University Blvd 03/15/2021 03/11/2021 Iron Horse 2026 Traffic with Development Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 185 3 45 516 3 42 Future Vol, veh/h 185 3 45 516 3 42 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 201 3 49 561 3 46 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 204 0 862 203 Stage 1 - - - - 203 - Stage 2 - - - - 659 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1368 - 325 838 Stage 1 - - - - 831 - Stage 2 - - - - 515 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1368 - 308 838 Mov Cap-2 Maneuver - - - - 308 - Stage 1 - - - - 831 - Stage 2 - - - - 488 - Approach EB WB NB HCM Control Delay, s 0 0.6 10 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 308 838 - - 1368 - HCM Lane V/C Ratio 0.011 0.054 - - 0.036 - HCM Control Delay (s) 16.8 9.5 - - 7.7 - HCM Lane LOS C A - - A - HCM 95th %tile Q(veh) 0 0.2 - - 0.1 - HCM 6th TWSC 14: East University Access & University Blvd 03/15/2021 03/11/2021 Iron Horse 2026 Traffic with Development Synchro 10 Report Page 6 Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 222 5 11 557 4 10 Future Vol, veh/h 222 5 11 557 4 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 241 5 12 605 4 11 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 246 0 873 244 Stage 1 - - - - 244 - Stage 2 - - - - 629 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1320 - 321 795 Stage 1 - - - - 797 - Stage 2 - - - - 531 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1320 - 317 795 Mov Cap-2 Maneuver - - - - 317 - Stage 1 - - - - 797 - Stage 2 - - - - 524 - Approach EB WB NB HCM Control Delay, s 0 0.2 11.6 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 317 795 - - 1320 - HCM Lane V/C Ratio 0.014 0.014 - - 0.009 - HCM Control Delay (s) 16.5 9.6 - - 7.8 0 HCM Lane LOS C A - - A A HCM 95th %tile Q(veh) 0 0 - - 0 - HCM 6th TWSC 17: 12th West & 12th West North Access 03/15/2021 03/11/2021 Iron Horse 2026 Traffic with Development Synchro 10 Report Page 7 Intersection Int Delay, s/veh 2.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 72 3 2 98 94 76 Future Vol, veh/h 72 3 2 98 94 76 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 78 3 2 107 102 83 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 255 144 185 0 - 0 Stage 1 144 - - - - - Stage 2 111 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 734 903 1390 - - - Stage 1 883 - - - - - Stage 2 914 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 733 903 1390 - - - Mov Cap-2 Maneuver 733 - - - - - Stage 1 881 - - - - - Stage 2 914 - - - - - Approach EB NB SB HCM Control Delay, s 10.4 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1390 - 733 903 - - HCM Lane V/C Ratio 0.002 - 0.107 0.004 - - HCM Control Delay (s) 7.6 0 10.5 9 - - HCM Lane LOS A A B A - - HCM 95th %tile Q(veh) 0 - 0.4 0 - - Queuing and Blocking Report Iron Horse 2026 Traffic with Development 03/15/2021 SimTraffic Report Page 1 Intersection: 2: 12th West & 12th West South Access Movement EB EB NB Directions Served L R LT Maximum Queue (ft) 31 30 11 Average Queue (ft) 9 3 0 95th Queue (ft) 31 19 6 Link Distance (ft) 183 183 556 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: 12th West & University Blvd Movement EB EB WB WB WB NB SB SB Directions Served L TR L T R LTR L TR Maximum Queue (ft) 48 4 58 17 28 140 138 85 Average Queue (ft) 17 0 24 1 4 57 52 29 95th Queue (ft) 43 3 52 7 19 107 108 62 Link Distance (ft) 211 719 293 469 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 100 100 200 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: SB Ramp & University Blvd Movement EB EB WB WB WB SB SB Directions Served T R L T T LT R Maximum Queue (ft) 27 20 152 28 31 426 350 Average Queue (ft) 2 2 71 2 1 322 176 95th Queue (ft) 15 10 125 16 13 526 441 Link Distance (ft) 719 719 400 400 392 Upstream Blk Time (%) 59 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 95 200 Storage Blk Time (%) 2 0 75 0 Queuing Penalty (veh) 8 0 91 0 Queuing and Blocking Report Iron Horse 2026 Traffic with Development 03/15/2021 SimTraffic Report Page 2 Intersection: 9: NB Ramp & University Blvd Movement EB WB WB NB NB Directions Served L T TR LT R Maximum Queue (ft) 61 17 16 197 97 Average Queue (ft) 26 1 1 92 50 95th Queue (ft) 51 7 9 173 84 Link Distance (ft) 360 360 448 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 130 200 Storage Blk Time (%) 2 Queuing Penalty (veh) 6 Intersection: 12: West University Access & University Blvd Movement WB NB NB Directions Served LT L R Maximum Queue (ft) 88 24 61 Average Queue (ft) 11 2 22 95th Queue (ft) 48 14 48 Link Distance (ft) 209 142 142 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: East University Access & University Blvd Movement WB NB NB Directions Served LT L R Maximum Queue (ft) 44 30 29 Average Queue (ft) 2 3 9 95th Queue (ft) 19 18 31 Link Distance (ft) 211 73 73 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Iron Horse 2026 Traffic with Development 03/15/2021 SimTraffic Report Page 3 Intersection: 17: 12th West & 12th West North Access Movement EB EB NB Directions Served L R LT Maximum Queue (ft) 59 30 6 Average Queue (ft) 32 3 0 95th Queue (ft) 54 18 5 Link Distance (ft) 142 142 721 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 105 HCM 6th AWSC 3: 12th West & University Blvd 03/11/2021 03/11/2021 Iron Horse 2026 Traffic with Development, 4-way Stop at 12th West Synchro 10 Report Page 1 Intersection Intersection Delay, s/veh 40 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 187 9 130 475 181 26 26 122 122 31 67 Future Vol, veh/h 36 187 9 130 475 181 26 26 122 122 31 67 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 39 203 10 141 516 197 28 28 133 133 34 73 Number of Lanes 1 1 0 1 1 1 0 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 2 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 1 2 3 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 2 3 2 HCM Control Delay 18.8 57.9 18.1 15.5 HCM LOS C F C C Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 15% 100% 0% 100% 0% 0% 100% 0% Vol Thru, % 15% 0% 95% 0% 100% 0% 0% 32% Vol Right, % 70% 0% 5% 0% 0% 100% 0% 68% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 174 36 196 130 475 181 122 98 LT Vol 26 36 0 130 0 0 122 0 Through Vol 26 0 187 0 475 0 0 31 RT Vol 122 0 9 0 0 181 0 67 Lane Flow Rate 189 39 213 141 516 197 133 107 Geometry Grp 8 8 8 8 8 8 8 8 Degree of Util (X) 0.444 0.098 0.499 0.312 1.067 0.367 0.336 0.243 Departure Headway (Hd) 8.661 9.312 8.76 7.951 7.439 6.722 9.456 8.45 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 418 387 413 454 490 537 383 427 Service Time 6.361 7.012 6.46 5.668 5.156 4.439 7.156 6.15 HCM Lane V/C Ratio 0.452 0.101 0.516 0.311 1.053 0.367 0.347 0.251 HCM Control Delay 18.1 13 19.9 14.2 86.9 13.3 16.9 13.8 HCM Lane LOS C B C B F B C B HCM 95th-tile Q 2.2 0.3 2.7 1.3 16.1 1.7 1.5 0.9 Queuing and Blocking Report Iron Horse 2026 AM Traffic with Development, 4-way Stop at 12th West 03/12/2021 SimTraffic Report Page 1 Intersection: 2: 12th West & 12th West South Access Movement EB NB Directions Served L LT Maximum Queue (ft) 54 30 Average Queue (ft) 15 1 95th Queue (ft) 42 10 Link Distance (ft) 183 556 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: 12th West & University Blvd Movement EB EB WB WB WB NB SB SB Directions Served L TR L T R LTR L TR Maximum Queue (ft) 54 92 68 184 150 54 96 84 Average Queue (ft) 23 50 41 94 54 38 36 28 95th Queue (ft) 53 76 61 142 103 55 70 53 Link Distance (ft) 211 719 305 469 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 100 100 200 Storage Blk Time (%) 5 0 Queuing Penalty (veh) 16 1 Intersection: 6: SB Ramp & University Blvd Movement EB EB WB WB SB SB Directions Served T R L T LT R Maximum Queue (ft) 21 20 134 18 426 350 Average Queue (ft) 4 2 75 1 299 142 95th Queue (ft) 16 12 120 6 551 400 Link Distance (ft) 719 719 400 392 Upstream Blk Time (%) 60 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 95 200 Storage Blk Time (%) 2 68 Queuing Penalty (veh) 7 83 Queuing and Blocking Report Iron Horse 2026 Traffic with Development, 4-way Stop at 12th West 03/12/2021 SimTraffic Report Page 2 Intersection: 9: NB Ramp & University Blvd Movement EB NB NB Directions Served L LT R Maximum Queue (ft) 51 354 99 Average Queue (ft) 23 151 42 95th Queue (ft) 45 322 75 Link Distance (ft) 448 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 130 200 Storage Blk Time (%) 28 Queuing Penalty (veh) 89 Intersection: 12: West University Access & University Blvd Movement WB NB NB Directions Served LT L R Maximum Queue (ft) 32 24 43 Average Queue (ft) 2 1 14 95th Queue (ft) 15 8 31 Link Distance (ft) 209 128 128 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: East University Access & University Blvd Movement NB NB Directions Served L R Maximum Queue (ft) 30 29 Average Queue (ft) 4 5 95th Queue (ft) 19 23 Link Distance (ft) 73 73 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Iron Horse 2026 Traffic with Development, 4-way Stop at 12th West 03/12/2021 SimTraffic Report Page 3 Intersection: 17: 12th West & 12th West North Access Movement EB EB Directions Served L R Maximum Queue (ft) 56 30 Average Queue (ft) 27 2 95th Queue (ft) 46 15 Link Distance (ft) 142 142 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 195 HCM 6th Signalized Intersection Summary 3: 12th West & University Blvd 03/12/2021 03/11/2021 Iron Horse 2026 AM Traffic with Development, signal Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 187 9 130 475 181 26 26 122 122 31 67 Future Volume (veh/h) 36 187 9 130 475 181 26 26 122 122 31 67 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 39 203 10 141 516 197 28 28 133 133 34 73 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 252 627 31 489 664 562 150 154 488 740 228 489 Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 737 1768 87 1168 1870 1585 119 359 1135 1225 529 1136 Grp Volume(v), veh/h 39 0 213 141 516 197 189 0 0 133 0 107 Grp Sat Flow(s),veh/h/ln 737 0 1855 1168 1870 1585 1612 0 0 1225 0 1666 Q Serve(g_s), s 2.1 0.0 3.5 4.2 10.3 3.8 0.0 0.0 0.0 0.0 0.0 1.6 Cycle Q Clear(g_c), s 12.4 0.0 3.5 7.7 10.3 3.8 3.1 0.0 0.0 1.9 0.0 1.6 Prop In Lane 1.00 0.05 1.00 1.00 0.15 0.70 1.00 0.68 Lane Grp Cap(c), veh/h 252 0 658 489 664 562 792 0 0 740 0 717 V/C Ratio(X) 0.15 0.00 0.32 0.29 0.78 0.35 0.24 0.00 0.00 0.18 0.00 0.15 Avail Cap(c_a), veh/h 308 0 798 577 805 682 792 0 0 740 0 717 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.5 0.0 9.8 12.6 12.0 9.9 7.7 0.0 0.0 7.3 0.0 7.3 Incr Delay (d2), s/veh 0.3 0.0 0.3 0.3 4.0 0.4 0.7 0.0 0.0 0.5 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 1.2 1.0 4.2 1.1 0.9 0.0 0.0 0.6 0.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.8 0.0 10.1 13.0 16.0 10.3 8.4 0.0 0.0 7.9 0.0 7.7 LnGrp LOS B A B B B B A A A A A A Approach Vol, veh/h 252 854 189 240 Approach Delay, s/veh 11.3 14.2 8.4 7.8 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 22.5 19.3 22.5 19.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 5.1 14.4 3.9 12.3 Green Ext Time (p_c), s 0.8 0.5 0.8 2.4 Intersection Summary HCM 6th Ctrl Delay 12.0 HCM 6th LOS B Queuing and Blocking Report Iron Horse 2026 AM Traffic with Development, signal 03/12/2021 SimTraffic Report Page 1 Intersection: 3: 12th West & University Blvd Movement EB EB WB WB WB NB SB SB Directions Served L TR L T R LTR L TR Maximum Queue (ft) 89 123 166 232 150 114 89 76 Average Queue (ft) 29 57 63 127 66 42 39 27 95th Queue (ft) 61 105 122 200 145 82 75 59 Link Distance (ft) 211 719 305 469 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 100 100 200 Storage Blk Time (%) 0 1 13 Queuing Penalty (veh) 0 8 40 HCM 6th TWSC 2: 12th West & 12th West South Access 04/09/2021 03/11/2021 Iron Horse 2026 Traffic with Development Synchro 10 Report Page 1 Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 10 3 3 89 120 10 Future Vol, veh/h 10 3 3 89 120 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 11 3 3 97 130 11 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 239 136 141 0 - 0 Stage 1 136 - - - - - Stage 2 103 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 749 913 1442 - - - Stage 1 890 - - - - - Stage 2 921 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 748 913 1442 - - - Mov Cap-2 Maneuver 748 - - - - - Stage 1 888 - - - - - Stage 2 921 - - - - - Approach EB NB SB HCM Control Delay, s 9.7 0.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1442 - 748 913 - - HCM Lane V/C Ratio 0.002 - 0.015 0.004 - - HCM Control Delay (s) 7.5 0 9.9 9 - - HCM Lane LOS A A A A - - HCM 95th %tile Q(veh) 0 - 0 0 - - HCM 6th TWSC 3: 12th West & University Blvd 04/09/2021 03/11/2021 Iron Horse 2026 Traffic with Development Synchro 10 Report Page 2 Intersection Int Delay, s/veh 27.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 100 10 133 93 205 7 30 120 262 46 20 Future Vol, veh/h 21 100 10 133 93 205 7 30 120 262 46 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - 150 100 - 0 - - 100 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 23 109 11 145 101 223 8 33 130 285 50 22 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 324 0 0 120 0 0 700 775 115 633 557 101 Stage 1 - - - - - - 161 161 - 391 391 - Stage 2 - - - - - - 539 614 - 242 166 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1236 - - 1468 - - 354 329 937 392 439 954 Stage 1 - - - - - - 841 765 - 633 607 - Stage 2 - - - - - - 527 483 - 762 761 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1236 - - 1468 - - 285 291 937 ~ 282 388 954 Mov Cap-2 Maneuver - - - - - - 285 291 - ~ 282 388 - Stage 1 - - - - - - 825 750 - 621 547 - Stage 2 - - - - - - 422 435 - 616 747 - Approach EB WB NB SB HCM Control Delay, s 1.3 2.4 11.8 79.7 HCM LOS B F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 290 937 1236 - - 1468 - - 282 473 HCM Lane V/C Ratio 0.139 0.139 0.018 - - 0.098 - - 1.01 0.152 HCM Control Delay (s) 19.4 9.5 8 - - 7.7 - - 96.2 14 HCM Lane LOS C A A - - A - - F B HCM 95th %tile Q(veh) 0.5 0.5 0.1 - - 0.3 - - 10.5 0.5 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 6: SB Ramp & University Blvd 04/09/2021 03/11/2021 Iron Horse 2026 Traffic with Development Synchro 10 Report Page 3 Intersection Int Delay, s/veh 150.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 394 88 495 379 0 0 0 0 123 0 52 Future Vol, veh/h 0 394 88 495 379 0 0 0 0 123 0 52 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - 100 95 - - - - - - - 200 Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 428 96 538 412 0 0 0 0 134 0 57 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 524 0 0 1964 2012 206 Stage 1 - - - - - - 1488 1488 - Stage 2 - - - - - - 476 524 - Critical Hdwy - - - 4.13 - - 6.63 6.53 6.93 Critical Hdwy Stg 1 - - - - - - 5.83 5.53 - Critical Hdwy Stg 2 - - - - - - 5.43 5.53 - Follow-up Hdwy - - - 2.219 - - 3.519 4.019 3.319 Pot Cap-1 Maneuver 0 - - 1041 - 0 ~ 62 59 801 Stage 1 0 - - - - 0 174 187 - Stage 2 0 - - - - 0 624 529 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - 1041 - - ~ 30 0 801 Mov Cap-2 Maneuver - - - - - - ~ 30 0 - Stage 1 - - - - - - 174 0 - Stage 2 - - - - - - 301 0 - Approach EB WB SB HCM Control Delay, s 0 6.9 $ 1283.7 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1 SBLn2 Capacity (veh/h) - - 1041 - 30 801 HCM Lane V/C Ratio - - 0.517 - 4.457 0.071 HCM Control Delay (s) - - 12.1 -$ 1822.2 9.8 HCM Lane LOS - - B - F A HCM 95th %tile Q(veh) - - 3.1 - 16.1 0.2 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 9: NB Ramp & University Blvd 04/09/2021 03/11/2021 Iron Horse 2026 Traffic with Development Synchro 10 Report Page 4 Intersection Int Delay, s/veh 17.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 94 423 0 0 765 85 109 1 679 0 0 0 Future Vol, veh/h 94 423 0 0 765 85 109 1 679 0 0 0 Conflicting Peds, #/hr 0 0 0 810 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 130 - - - - - - - 200 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 16965 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 102 460 0 0 832 92 118 1 738 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 924 0 - - - 0 1080 1588 230 Stage 1 - - - - - - 664 664 - Stage 2 - - - - - - 416 924 - Critical Hdwy 4.14 - - - - - 6.84 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 5.84 5.54 - Critical Hdwy Stg 2 - - - - - - 5.84 5.54 - Follow-up Hdwy 2.22 - - - - - 3.52 4.02 3.32 Pot Cap-1 Maneuver 735 - 0 0 - - 213 107 772 Stage 1 - - 0 0 - - 474 456 - Stage 2 - - 0 0 - - 634 346 - Platoon blocked, % - - - Mov Cap-1 Maneuver 735 - - - - - 183 0 772 Mov Cap-2 Maneuver - - - - - - 183 0 - Stage 1 - - - - - - 408 0 - Stage 2 - - - - - - 634 0 - Approach EB WB NB HCM Control Delay, s 1.9 0 47 HCM LOS E Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBT WBR Capacity (veh/h) 183 772 735 - - - HCM Lane V/C Ratio 0.653 0.956 0.139 - - - HCM Control Delay (s) 55.6 45.6 10.7 - - - HCM Lane LOS F E B - - - HCM 95th %tile Q(veh) 3.8 14.6 0.5 - - - HCM 6th TWSC 12: West University Access & University Blvd 04/09/2021 03/11/2021 Iron Horse 2026 Traffic with Development Synchro 10 Report Page 5 Intersection Int Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 90 3 36 79 3 36 Future Vol, veh/h 90 3 36 79 3 36 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 98 3 39 86 3 39 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 101 0 264 100 Stage 1 - - - - 100 - Stage 2 - - - - 164 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1491 - 725 956 Stage 1 - - - - 924 - Stage 2 - - - - 865 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1491 - 705 956 Mov Cap-2 Maneuver - - - - 705 - Stage 1 - - - - 924 - Stage 2 - - - - 842 - Approach EB WB NB HCM Control Delay, s 0 2.3 9 HCM LOS A Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 705 956 - - 1491 - HCM Lane V/C Ratio 0.005 0.041 - - 0.026 - HCM Control Delay (s) 10.1 8.9 - - 7.5 0 HCM Lane LOS B A - - A A HCM 95th %tile Q(veh) 0 0.1 - - 0.1 - HCM 6th TWSC 14: East University Access & University Blvd 04/09/2021 03/11/2021 Iron Horse 2026 Traffic with Development Synchro 10 Report Page 6 Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 122 4 9 111 4 9 Future Vol, veh/h 122 4 9 111 4 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 133 4 10 121 4 10 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 137 0 276 135 Stage 1 - - - - 135 - Stage 2 - - - - 141 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1447 - 714 914 Stage 1 - - - - 891 - Stage 2 - - - - 886 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1447 - 709 914 Mov Cap-2 Maneuver - - - - 709 - Stage 1 - - - - 891 - Stage 2 - - - - 880 - Approach EB WB NB HCM Control Delay, s 0 0.6 9.3 HCM LOS A Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 709 914 - - 1447 - HCM Lane V/C Ratio 0.006 0.011 - - 0.007 - HCM Control Delay (s) 10.1 9 - - 7.5 0 HCM Lane LOS B A - - A A HCM 95th %tile Q(veh) 0 0 - - 0 - HCM 6th TWSC 17: 12th West & 12th West North Access 04/09/2021 03/11/2021 Iron Horse 2026 Traffic with Development Synchro 10 Report Page 7 Intersection Int Delay, s/veh 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 61 3 3 96 127 62 Future Vol, veh/h 61 3 3 96 127 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 66 3 3 104 138 67 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 282 172 205 0 - 0 Stage 1 172 - - - - - Stage 2 110 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 708 872 1366 - - - Stage 1 858 - - - - - Stage 2 915 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 707 872 1366 - - - Mov Cap-2 Maneuver 707 - - - - - Stage 1 856 - - - - - Stage 2 915 - - - - - Approach EB NB SB HCM Control Delay, s 10.5 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1366 - 707 872 - - HCM Lane V/C Ratio 0.002 - 0.094 0.004 - - HCM Control Delay (s) 7.6 0 10.6 9.1 - - HCM Lane LOS A A B A - - HCM 95th %tile Q(veh) 0 - 0.3 0 - - Queuing and Blocking Report Iron Horse 2026 Traffic with Development 04/09/2021 SimTraffic Report Page 1 Intersection: 2: 12th West & 12th West South Access Movement EB EB Directions Served L R Maximum Queue (ft) 36 31 Average Queue (ft) 9 3 95th Queue (ft) 33 19 Link Distance (ft) 183 183 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: 12th West & University Blvd Movement EB EB WB WB WB NB NB SB SB Directions Served L TR L T R LT R L TR Maximum Queue (ft) 33 10 53 2 31 68 76 192 76 Average Queue (ft) 5 0 16 0 1 24 38 75 23 95th Queue (ft) 23 3 43 2 9 53 61 142 50 Link Distance (ft) 211 709 709 303 469 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 100 100 200 Storage Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Intersection: 6: SB Ramp & University Blvd Movement EB EB WB WB WB SB SB Directions Served T R L T T LT R Maximum Queue (ft) 31 33 158 43 4 320 228 Average Queue (ft) 4 6 77 2 0 189 70 95th Queue (ft) 19 24 135 31 3 404 264 Link Distance (ft) 709 400 400 392 Upstream Blk Time (%) 7 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 100 95 200 Storage Blk Time (%) 4 36 Queuing Penalty (veh) 7 19 Queuing and Blocking Report Iron Horse 2026 Traffic with Development 04/09/2021 SimTraffic Report Page 2 Intersection: 9: NB Ramp & University Blvd Movement EB WB WB NB NB Directions Served L T TR LT R Maximum Queue (ft) 79 4 26 503 400 Average Queue (ft) 32 0 1 469 400 95th Queue (ft) 63 3 11 488 402 Link Distance (ft) 360 360 448 Upstream Blk Time (%) 98 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 130 200 Storage Blk Time (%) 0 9 100 Queuing Penalty (veh) 0 60 110 Intersection: 12: West University Access & University Blvd Movement WB NB NB Directions Served LT L R Maximum Queue (ft) 44 24 55 Average Queue (ft) 5 2 24 95th Queue (ft) 26 16 46 Link Distance (ft) 209 142 142 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: East University Access & University Blvd Movement WB NB NB Directions Served LT L R Maximum Queue (ft) 23 30 29 Average Queue (ft) 1 4 7 95th Queue (ft) 11 19 27 Link Distance (ft) 211 73 73 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Iron Horse 2026 Traffic with Development 04/09/2021 SimTraffic Report Page 3 Intersection: 17: 12th West & 12th West North Access Movement EB EB NB Directions Served L R LT Maximum Queue (ft) 64 30 12 Average Queue (ft) 31 3 0 95th Queue (ft) 53 19 6 Link Distance (ft) 142 142 721 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 196 HCM 6th TWSC 2: 12th West & 12th West South Access 04/09/2021 03/11/2021 Iron Horse 2026 Traffic with Development, 4-way Stop at 12th West Synchro 10 Report Page 1 Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 10 3 3 89 120 10 Future Vol, veh/h 10 3 3 89 120 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 11 3 3 97 130 11 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 239 136 141 0 - 0 Stage 1 136 - - - - - Stage 2 103 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 749 913 1442 - - - Stage 1 890 - - - - - Stage 2 921 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 748 913 1442 - - - Mov Cap-2 Maneuver 748 - - - - - Stage 1 888 - - - - - Stage 2 921 - - - - - Approach EB NB SB HCM Control Delay, s 9.7 0.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1442 - 748 913 - - HCM Lane V/C Ratio 0.002 - 0.015 0.004 - - HCM Control Delay (s) 7.5 0 9.9 9 - - HCM Lane LOS A A A A - - HCM 95th %tile Q(veh) 0 - 0 0 - - HCM 6th AWSC 3: 12th West & University Blvd 04/09/2021 03/11/2021 Iron Horse 2026 Traffic with Development, 4-way Stop at 12th West Synchro 10 Report Page 2 Intersection Intersection Delay, s/veh 15.1 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 100 10 133 93 205 7 30 120 262 46 20 Future Vol, veh/h 21 100 10 133 93 205 7 30 120 262 46 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 23 109 11 145 101 223 8 33 130 285 50 22 Number of Lanes 1 1 0 1 1 1 0 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 2 2 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 1 2 3 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 2 3 2 HCM Control Delay 13 13.1 13.6 19.3 HCM LOS B B B C Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 4% 100% 0% 100% 0% 0% 100% 0% Vol Thru, % 19% 0% 91% 0% 100% 0% 0% 70% Vol Right, % 76% 0% 9% 0% 0% 100% 0% 30% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 157 21 110 133 93 205 262 66 LT Vol 7 21 0 133 0 0 262 0 Through Vol 30 0 100 0 93 0 0 46 RT Vol 120 0 10 0 0 205 0 20 Lane Flow Rate 171 23 120 145 101 223 285 72 Geometry Grp 8 8 8 8 8 8 8 8 Degree of Util (X) 0.341 0.053 0.26 0.305 0.199 0.395 0.604 0.138 Departure Headway (Hd) 7.193 8.401 7.819 7.604 7.093 6.378 7.641 6.92 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 500 426 459 473 506 564 473 518 Service Time 4.944 6.157 5.575 5.347 4.836 4.121 5.386 4.665 HCM Lane V/C Ratio 0.342 0.054 0.261 0.307 0.2 0.395 0.603 0.139 HCM Control Delay 13.6 11.6 13.3 13.7 11.6 13.3 21.4 10.8 HCM Lane LOS B B B B B B C B HCM 95th-tile Q 1.5 0.2 1 1.3 0.7 1.9 3.9 0.5 HCM 6th TWSC 6: SB Ramp & University Blvd 04/09/2021 03/11/2021 Iron Horse 2026 Traffic with Development, 4-way Stop at 12th West Synchro 10 Report Page 3 Intersection Int Delay, s/veh 150.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 394 88 495 379 0 0 0 0 123 0 52 Future Vol, veh/h 0 394 88 495 379 0 0 0 0 123 0 52 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - 0 95 - - - - - - - 200 Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 428 96 538 412 0 0 0 0 134 0 57 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 524 0 0 1964 2012 206 Stage 1 - - - - - - 1488 1488 - Stage 2 - - - - - - 476 524 - Critical Hdwy - - - 4.13 - - 6.63 6.53 6.93 Critical Hdwy Stg 1 - - - - - - 5.83 5.53 - Critical Hdwy Stg 2 - - - - - - 5.43 5.53 - Follow-up Hdwy - - - 2.219 - - 3.519 4.019 3.319 Pot Cap-1 Maneuver 0 - - 1041 - 0 ~ 62 59 801 Stage 1 0 - - - - 0 174 187 - Stage 2 0 - - - - 0 624 529 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - 1041 - - ~ 30 0 801 Mov Cap-2 Maneuver - - - - - - ~ 30 0 - Stage 1 - - - - - - 174 0 - Stage 2 - - - - - - 301 0 - Approach EB WB SB HCM Control Delay, s 0 6.9 $ 1283.7 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1 SBLn2 Capacity (veh/h) - - 1041 - 30 801 HCM Lane V/C Ratio - - 0.517 - 4.457 0.071 HCM Control Delay (s) - - 12.1 -$ 1822.2 9.8 HCM Lane LOS - - B - F A HCM 95th %tile Q(veh) - - 3.1 - 16.1 0.2 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 9: NB Ramp & University Blvd 04/09/2021 03/11/2021 Iron Horse 2026 Traffic with Development, 4-way Stop at 12th West Synchro 10 Report Page 4 Intersection Int Delay, s/veh 17.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 94 423 0 0 765 135 109 1 679 0 0 0 Future Vol, veh/h 94 423 0 0 765 135 109 1 679 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 130 - - - - - - - 200 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 16965 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 102 460 0 0 832 147 118 1 738 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 979 0 - - - 0 1080 1643 230 Stage 1 - - - - - - 664 664 - Stage 2 - - - - - - 416 979 - Critical Hdwy 4.14 - - - - - 6.84 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 5.84 5.54 - Critical Hdwy Stg 2 - - - - - - 5.84 5.54 - Follow-up Hdwy 2.22 - - - - - 3.52 4.02 3.32 Pot Cap-1 Maneuver 701 - 0 0 - - 213 99 772 Stage 1 - - 0 0 - - 474 456 - Stage 2 - - 0 0 - - 634 326 - Platoon blocked, % - - - Mov Cap-1 Maneuver 701 - - - - - 182 0 772 Mov Cap-2 Maneuver - - - - - - 182 0 - Stage 1 - - - - - - 405 0 - Stage 2 - - - - - - 634 0 - Approach EB WB NB HCM Control Delay, s 2 0 47.1 HCM LOS E Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBT WBR Capacity (veh/h) 182 772 701 - - - HCM Lane V/C Ratio 0.657 0.956 0.146 - - - HCM Control Delay (s) 56.2 45.6 11 - - - HCM Lane LOS F E B - - - HCM 95th %tile Q(veh) 3.8 14.6 0.5 - - - HCM 6th TWSC 12: West University Access & University Blvd 04/09/2021 03/11/2021 Iron Horse 2026 Traffic with Development, 4-way Stop at 12th West Synchro 10 Report Page 5 Intersection Int Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 90 3 36 79 3 36 Future Vol, veh/h 90 3 36 79 3 36 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 98 3 39 86 3 39 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 101 0 264 100 Stage 1 - - - - 100 - Stage 2 - - - - 164 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1491 - 725 956 Stage 1 - - - - 924 - Stage 2 - - - - 865 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1491 - 705 956 Mov Cap-2 Maneuver - - - - 705 - Stage 1 - - - - 924 - Stage 2 - - - - 842 - Approach EB WB NB HCM Control Delay, s 0 2.3 9 HCM LOS A Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 705 956 - - 1491 - HCM Lane V/C Ratio 0.005 0.041 - - 0.026 - HCM Control Delay (s) 10.1 8.9 - - 7.5 0 HCM Lane LOS B A - - A A HCM 95th %tile Q(veh) 0 0.1 - - 0.1 - HCM 6th TWSC 14: East University Access & University Blvd 04/09/2021 03/11/2021 Iron Horse 2026 Traffic with Development, 4-way Stop at 12th West Synchro 10 Report Page 6 Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 122 4 9 111 4 9 Future Vol, veh/h 122 4 9 111 4 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 133 4 10 121 4 10 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 137 0 276 135 Stage 1 - - - - 135 - Stage 2 - - - - 141 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1447 - 714 914 Stage 1 - - - - 891 - Stage 2 - - - - 886 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1447 - 709 914 Mov Cap-2 Maneuver - - - - 709 - Stage 1 - - - - 891 - Stage 2 - - - - 880 - Approach EB WB NB HCM Control Delay, s 0 0.6 9.3 HCM LOS A Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 709 914 - - 1447 - HCM Lane V/C Ratio 0.006 0.011 - - 0.007 - HCM Control Delay (s) 10.1 9 - - 7.5 0 HCM Lane LOS B A - - A A HCM 95th %tile Q(veh) 0 0 - - 0 - HCM 6th TWSC 17: 12th West & 12th West North Access 04/09/2021 03/11/2021 Iron Horse 2026 Traffic with Development, 4-way Stop at 12th West Synchro 10 Report Page 7 Intersection Int Delay, s/veh 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 61 3 3 96 127 62 Future Vol, veh/h 61 3 3 96 127 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 66 3 3 104 138 67 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 282 172 205 0 - 0 Stage 1 172 - - - - - Stage 2 110 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 708 872 1366 - - - Stage 1 858 - - - - - Stage 2 915 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 707 872 1366 - - - Mov Cap-2 Maneuver 707 - - - - - Stage 1 856 - - - - - Stage 2 915 - - - - - Approach EB NB SB HCM Control Delay, s 10.5 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1366 - 707 872 - - HCM Lane V/C Ratio 0.002 - 0.094 0.004 - - HCM Control Delay (s) 7.6 0 10.6 9.1 - - HCM Lane LOS A A B A - - HCM 95th %tile Q(veh) 0 - 0.3 0 - - Queuing and Blocking Report Iron Horse 2026 Traffic with Development, 4-way Stop at 12th West 04/09/2021 SimTraffic Report Page 1 Intersection: 2: 12th West & 12th West South Access Movement EB EB NB Directions Served L R LT Maximum Queue (ft) 31 29 6 Average Queue (ft) 10 4 0 95th Queue (ft) 34 21 4 Link Distance (ft) 183 183 556 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: 12th West & University Blvd Movement EB EB WB WB WB NB NB SB SB Directions Served L TR L T R LT R L TR Maximum Queue (ft) 30 72 72 61 75 49 75 105 49 Average Queue (ft) 15 38 37 28 38 22 36 48 20 95th Queue (ft) 39 61 60 50 63 47 59 83 40 Link Distance (ft) 211 709 709 303 469 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 100 100 200 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 6: SB Ramp & University Blvd Movement EB EB WB WB WB SB SB Directions Served T R L T T LT R Maximum Queue (ft) 25 30 177 54 62 393 292 Average Queue (ft) 3 5 78 3 2 246 86 95th Queue (ft) 17 23 138 52 42 465 309 Link Distance (ft) 709 400 400 392 Upstream Blk Time (%) 25 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 100 95 200 Storage Blk Time (%) 4 53 Queuing Penalty (veh) 8 27 Queuing and Blocking Report Iron Horse 2026 Traffic with Development, 4-way Stop at 12th West 04/09/2021 SimTraffic Report Page 2 Intersection: 9: NB Ramp & University Blvd Movement EB WB WB NB NB Directions Served L T TR LT R Maximum Queue (ft) 63 4 22 407 383 Average Queue (ft) 29 0 1 101 191 95th Queue (ft) 53 3 9 294 356 Link Distance (ft) 360 360 448 Upstream Blk Time (%) 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 130 200 Storage Blk Time (%) 0 17 Queuing Penalty (veh) 1 19 Intersection: 12: West University Access & University Blvd Movement WB NB NB Directions Served LT L R Maximum Queue (ft) 36 30 50 Average Queue (ft) 4 2 21 95th Queue (ft) 21 16 45 Link Distance (ft) 209 142 142 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 14: East University Access & University Blvd Movement WB NB NB Directions Served LT L R Maximum Queue (ft) 18 30 30 Average Queue (ft) 1 3 7 95th Queue (ft) 9 17 27 Link Distance (ft) 211 73 73 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Iron Horse 2026 Traffic with Development, 4-way Stop at 12th West 04/09/2021 SimTraffic Report Page 3 Intersection: 17: 12th West & 12th West North Access Movement EB EB Directions Served L R Maximum Queue (ft) 61 30 Average Queue (ft) 29 3 95th Queue (ft) 56 18 Link Distance (ft) 142 142 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 54 HCM 6th Signalized Intersection Summary 3: 12th West & University Blvd 04/09/2021 03/11/2021 Iron Horse 2026 Traffic with Development Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 100 10 133 93 205 7 30 120 262 46 20 Future Volume (veh/h) 21 100 10 133 93 205 7 30 120 262 46 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 23 109 11 145 101 223 8 33 130 285 50 22 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 419 418 42 451 468 396 222 791 793 798 616 271 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.50 0.50 0.50 0.50 0.50 0.50 Sat Flow, veh/h 1056 1671 169 1272 1870 1585 205 1582 1585 1223 1231 542 Grp Volume(v), veh/h 23 0 120 145 101 223 41 0 130 285 0 72 Grp Sat Flow(s),veh/h/ln 1056 0 1840 1272 1870 1585 1787 0 1585 1223 0 1773 Q Serve(g_s), s 0.6 0.0 1.9 3.7 1.5 4.4 0.0 0.0 1.6 5.6 0.0 0.8 Cycle Q Clear(g_c), s 2.2 0.0 1.9 5.6 1.5 4.4 0.4 0.0 1.6 6.0 0.0 0.8 Prop In Lane 1.00 0.09 1.00 1.00 0.20 1.00 1.00 0.31 Lane Grp Cap(c), veh/h 419 0 460 451 468 396 1013 0 793 798 0 886 V/C Ratio(X) 0.05 0.00 0.26 0.32 0.22 0.56 0.04 0.00 0.16 0.36 0.00 0.08 Avail Cap(c_a), veh/h 683 0 920 769 935 793 1013 0 793 798 0 886 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 11.6 0.0 10.8 13.1 10.7 11.8 4.6 0.0 4.9 6.1 0.0 4.7 Incr Delay (d2), s/veh 0.1 0.0 0.3 0.4 0.2 1.3 0.1 0.0 0.4 1.2 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.7 0.9 0.5 1.4 0.1 0.0 0.4 1.0 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.6 0.0 11.1 13.5 10.9 13.0 4.7 0.0 5.3 7.4 0.0 4.9 LnGrp LOS B A B B B B A A A A A A Approach Vol, veh/h 143 469 171 357 Approach Delay, s/veh 11.2 12.7 5.2 6.9 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 22.5 13.5 22.5 13.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 3.6 4.2 8.0 7.6 Green Ext Time (p_c), s 0.5 0.6 1.0 1.4 Intersection Summary HCM 6th Ctrl Delay 9.6 HCM 6th LOS A Queuing and Blocking Report Iron Horse 2026 Traffic with Development 04/09/2021 SimTraffic Report Page 2 Intersection: 3: 12th West & University Blvd Movement EB EB WB WB WB NB NB SB SB Directions Served L TR L T R LT R L TR Maximum Queue (ft) 46 96 90 86 70 47 64 149 50 Average Queue (ft) 13 39 46 33 38 9 29 73 13 95th Queue (ft) 40 77 80 70 64 34 53 125 35 Link Distance (ft) 211 709 709 303 469 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 100 100 200 Storage Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Iron Horse D ivision I Traffic Impact Study C Appendix C: Land Use Descriptions Land Use: 150 Warehousing Description A warehouse is primarily devoted to the storage of materials, but it may also include office and maintenance areas. High-cube transload and short-term storage warehouse (Land Use 154), high- cube fulfillment center warehouse (Land Use 155), high-cube parcel hub warehouse (Land Use 156), and high-cube cold storage warehouse (Land Use 157) are related uses. Additional Data Time-of-day distribution data for this land use are presented in Appendix A. For the 13 general urban/ suburban sites with data, the overall highest vehicle volumes during the AM and PM on a weekday were counted between 11:30 a.m. and 12:30 p.m. and 3:00 and 4:00 p.m., respectively. The sites were surveyed in the 1980s, the 1990s, the 2000s, and the 2010s in California, Connecticut, Minnesota, New Jersey, New York, Ohio, Oregon, Pennsylvania, and Texas. Source Numbers 184, 331, 406, 411, 443, 579, 583, 596, 598, 611, 619, 642, 752, 869, 875, 876, 914, 940 67Trip Generation Manual 10th Edition • Volume 2: Data • Industrial (Land Uses 100–199) Land Use: 842 Recreational Vehicle Sales Description A recreational vehicle (RV) sales dealership is a free-standing facility that specializes in the sales of new RVs. Recreational vehicle services, parts and accessories sales, and substantial used RV sales may also be available. Some RV dealerships may also include boat sales and servicing. Automobile sales (Land Use 841) is a related use. Additional Data Time-of-day distribution data for this land use are presented in Appendix A. For the five general urban/suburban sites with data, the overall highest vehicle volumes during the AM and PM on a weekday were counted between 9:30 and 10:30 a.m. and 12:00 and 1:00 p.m., respectively. The sites were surveyed in the 2000s and the 2010s in Florida and Texas. Source Numbers 721, 881 213Trip Generation Manual 10th Edition • Volume 2: Data • Retail (Land Uses 800–899) Land Use: 934 Fast-Food Restaurant with Drive-Through Window Description This category includes fast-food restaurants with drive-through windows. This type of restaurant is characterized by a large drive-through clientele, long hours of service (some are open for breakfast, all are open for lunch and dinner, some are open late at night or 24 hours a day) and high turnover rates for eat-in customers. These limited-service eating establishments do not provide table service. Non-drive-through patrons generally order at a cash register and pay before they eat. Fast casual restaurant (Land Use 930), high-turnover (sit-down) restaurant (Land Use 932), fast-food restaurant without drive-through window (Land Use 933), and fast-food restaurant with drive-through window and no indoor seating (Land Use 935) are related uses. Additional Data Users should exercise caution when applying statistics during the AM peak periods, as the sites contained in the database for this land use may or may not be open for breakfast. In cases where it was confirmed that the sites were not open for breakfast, data for the AM peak hour of the adjacent street traffic were removed from the database. The outdoor seating area is not included in the overall gross floor area. Therefore, the number of seats may be a more reliable independent variable on which to establish trip generation rates for facilities having significant outdoor seating. Time-of-day distribution data for this land use for a weekday, Saturday, and Sunday are presented in Appendix A. For the 46 general urban/suburban sites with data, the overall highest vehicle volumes during the AM and PM on a weekday were counted between 11:45 a.m. and 12:45 p.m. and 12:00 and 1:00 p.m., respectively. For the one dense multi-use urban site with data, the same AM and PM peak hours were observed. The sites were surveyed in the 1980s, the 1990s, the 2000s, and the 2010s in Alaska, Alberta (CAN), California, Colorado, Florida, Indiana, Kentucky, Maryland, Massachusetts, Minnesota, Montana, New Hampshire, New Jersey, New York, North Carolina, Ohio, Pennsylvania, South Dakota, Texas, Vermont, Virginia, Washington, and Wisconsin. Source Numbers 163, 164, 168, 180, 181, 241, 245, 278, 294, 300, 301, 319, 338, 340, 342, 358, 389, 438, 502, 552, 577, 583, 584, 617, 640, 641, 704, 715, 728, 810, 866, 867, 869, 885, 886, 927, 935, 962, 977 156 Trip Generation Manual 10th Edition • Volume 2: Data • Services (Land Uses 900–999) Iron Horse Division I Traffic Impact Study D Appendix D: FHWA Double Crossover Diamond Interchange TechBrief Research, Development, and Technology Turner-Fairbank Highway Research Center 300 Georgetown Pike, McLean, VA 22101-2296 www.tfhrc.gov Double Crossover Diamond Interchange Objective Today’s transportation professionals, with limited resources available to them, are challenged to meet the mobility needs of an increasing popul- ation. At many highway junctions, congestion continues to worsen, and drivers, pedestrians, and bicyclists experience increasing delays and heightened exposure to risk. Today’s traffic volumes and travel demands often lead to safety problems that are too complex for conventional inter- change designs to properly handle. Con- sequently, more engi- neers are consider- ing various innova- tive treatments as they seek solutions to these complex problems. The corresponding tech- nical report, Alternative Intersections/Interch- anges: Informational Report (AIIR) (FHWA- HRT-09-060), covers four intersection des- igns and two interch- ange designs that offer substantial advantages over conventional at- grade intersections and grade-separated dia- mond interchanges. The AIIR provides information on each alternative treatment covering salient geometric design feat- ures, operational and safety issues, access man- agement, costs, construction sequencing, environ- mental benefits, and applicability. This TechBrief summarizes information on one alternative inter- change design—the double crossover diamond (DCD) interchange (see figure 1). Figure 1. First U.S. DCD interchange at I-44 and Route 13 in Springfield, MO. FHWA Publication No.: FHWA-HRT-09-054 FHWA Contact: Joe Bared, HRDS-05, (202) 493-3314, joe.bared@dot.gov This document is a technical summary of the Federal Highway Administration report, Alternative Intersections/Interchanges: Information Report (AIIR) (FHWA-HRT-09-060). TECHBRIEF Source: Missouri Department of Transportation 2 Introduction The DCD interchange, also known as a diverging diamond interchange (DDI), is a new interchange design that has much in common with the design of a conventional diamond interchange. The main difference between a DCD interchange and a conventional diamond interchange is in the way left and through movements navigate between the cross street intersections with ramps (see figure 2). The DCD design accommodates left- turning movements onto arterials and limited- access highways while eliminating the need for a left-turn signal phase at signalized ramp term- inal intersections. On the cross street, the traffic moves to the left side of the roadway between the signalized ramp intersections. This allows driv- ers of vehicles on the cross street who want to turn left onto the ramps the chance to continue to the ramps without conflicting with opposing through traffic and without stopping. Several DCD interchanges have been built in France, including the intersection of Highway A13 and RD 182 (Boulevard de Jardy) in Versailles, the intersection of Highway A4 (Boulevard des Allies) and Boulevard de Stalingrad in Le Perreux-sur- Marne, and the intersection of Highway A1 and Route d’Avelin in Seclin. In the United States, the first DCD interchange was completed in July 2009 in Springfield, MO, at the intersection of Route 13 and I-44 (see figure 1). Several other DCD interch- anges are being planned, including the intersection of I-435 and Front Street in Kansas City, MO. Geometric Design The primary elements of a DCD interchange design are as follows: • Left-turn and through movements are relo- cated to the opposite side of the road on the bridge structure. Turning radii used at the crossover junction are typically in the 150- to 300-ft range. • Median width is increased to allow for the flaring required for reverse curves on the interchange approaches. • The skew angle between the intersecting directions is closer to perpendicular when possible. • Median openings are placed upstream of the interchange to allow U-turn movements on the arterial roadway. “Crossed-over” through and left-turn movement in one direction on arterial “Crossed-back” through movement in one direction on arterial Right-turn movement onto freeway on-ramp Signal-controlled crossovers Unopposed left-turn movement onto freeway on-ramp Signal-controlled off-ramp Figure 2. Crossover movement in a DCD interchange. Freeway Freeway 3 • Pedestrian crossings are accommodated by installing crosswalks and signalization at the junctions or nodes of the interchange (see figure 3). The two-phase signal control poss- ible in a DCD is more efficient for pedestri- ans, but it requires them to cross the junction in two stages with the central island serving as a refuge between signal phases. Addit- ionally, pedestrians could have the option to walk in the median of the DCD inter- change (implemented for the DCD interchange at the junction of I-44 and Route 13 in Springfield, MO). Traffic Signal Control A DCD interchange typically has two signalized junctions or nodes at the points of left-turn cross- overs. The signals operate with just two phases, with each phase dedicated to the alternative opposing movements. The two-phase operation of a DCD interchange allows for shorter cycle lengths and reduced lost time per cycle compared to the three- or four-phase operation at conventional diamond interchanges. Signals on a DCD inter- change may be fully actuated to minimize delay, and both signalized junctions can be operated using either one or two controllers. Operational Performance The traffic simulation software VISSIM was used to compare the operational performance of DCD interchanges to conventional diamond inter- changes. Two DCD interchange designs and two conventional diamond interchange designs were simulated under high and low traffic volumes. At the higher traffic volume simulations, the DCD interchange demonstrated overall better perfor- mance. It had less delays, fewer stops, reduced stop times, and shorter queue lengths compared to the conventional design. Delays were reduced by 15 to 60 percent, and throughput was increased by 10 to 30 percent. However, at lower volumes, the performance of the DCD interchange and conventional diamond interchanges were similar. The simulation showed that service volumes of left-turn movements (650 vehicles per hour per lane (veh/h/lane)) could be twice that of the corresponding left-turn service volumes of a conventional diamond. An advantage of the DCD interchange over the conventional diamond is that exclusive left-turn lanes are not necessary for the DCD interchange. Figure 3. Typical DCD interchange movements. Side Street Fr e e w a y Freeway Ramps Freeway Ramps Pedestrians 4 Researchers—This study was performed by Principal Investigators Warren Hughes and Ram Jagannathan. For more information about this research, contact Joe Bared, FHWA Project Manager, HRDS-05 at (202) 493-3314, joe.bared@dot.gov. Distribution—This TechBrief is being distributed according to a standard distribution. Direct distribution is being made to the Divisions and Resource Center. Availability—This TechBrief may be obtained from the FHWA Product Distribution Center by e-mail to report.center@dot.gov, fax to (814) 239-2156, phone to (814) 239-1160, or online at http://www.tfhrc.gov/safety. Key Words—Diverging diamond interchange, DDI, Alternative interchange, Double crossover diamond, and DCD. Notice—This document is disseminated under the sponsorship of the U.S. Department of Transportation in the interest of information exchange. The U.S. Government assumes no liability for the use of the information contained in this document. The U.S. Government does not endorse products or manufacturers. Trademarks or manufacturers’ names appear in this report only because they are considered essential to the objective of the document. Quality Assurance Statement—The Federal Highway Administration (FHWA) provides high-quality information to serve the Government, industry, and public in a manner that promotes public understanding. Standards and policies are used to ensure and maximize the quality, objectivity, utility, and integrity of its information. FHWA periodically reviews quality issues and adjusts its programs and processes to ensure continuous quality improvement. Safety Performance A DCD interchange has only 14 conflict points and two crossing points. In comparison, a con- ventional diamond interchange has 26 conflict points. Missouri Department of Transportation designers noted that the DCD interchange geom- etry also has traffic calming features that reduce speeds while maintaining capacity. This is expected to result in fewer and less severe crashes than in a conventional intersection. They also noted that the shorter clearance distances on the DCD inter- change ramps compared to an equivalent con- ventional diamond interchange could result in reduced vehicle exposure times within the intersection and thereby lead to improved safety. Another noted feature of a DCD interchange is that wrong-way movements onto ramps are eliminated. Applicability The main reasons to choose a DCD interchange design instead of a conventional interchange design include traffic operational benefits, potential safety benefits, right-of-way benefits, and reduced construction costs. DCD interchanges are especially suitable in suburban/urban settings where lim- ited and costly right-of-way and reduced duration of construction are critical issues. Environmental benefits have not yet been estimated, but it is clear that the reduced congestion and possible safety benefits will result in reduced fuel consumption and pollution. Some situations where DCD inter- changes are most applicable are as follows: • Heavy volumes of left turns onto freeway ramps. • Moderate and unbalanced through volumes on bridge approaches on the arterial road. • Moderate to very heavy off-ramp left-turn volumes. • Limited bridge deck width availability. Summary The DCD interchange offers benefits over con- ventional interchange designs with its efficient two-phase operation, narrower bridge struc- ture width, lower costs, fewer conflict points, expected increase in throughput, reduced vehicu- lar delay, decreased speeds, and reduced environ- mental impact. At this time, there is one existing DCD interchange site in the United States and three DCD interchanges in France. Other State transportation departments have initiated and planned the construction of several additional DCD interchanges. More details on DCD inter- changes and other innovative intersection designs can be found in the full AIIR available from the Federal Highway Administration. OCTOBER 2009 FHWA-HRT-09-054 HRDS-05/10-09(3M)E