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HomeMy WebLinkAboutFile Documents.210 W Main St.0056.2019 (15).ARBKEngineering1_0056.2019.3ARBK_210 W Main Page: 9 Author: pjm File Name: CIVIL_210 W MAIN_Report_20190206_no plans.pdf Clarify that the area that is exempt is the walkways around the greenroof. CIVIL_210 W MAIN_Report_20190206_no plans.pdf (11) Page: 10 Author: pjm File Name: CIVIL_210 W MAIN_Report_20190206_no plans.pdf Call out which all sidewalk basins are routed to like PR7. Page: 10 Author: pjm File Name: CIVIL_210 W MAIN_Report_20190206_no plans.pdf Which basin is this routed to for treatment? Page: 11 Author: pjm File Name: CIVIL_210 W MAIN_Report_20190206_no plans.pdf What is the overflow path for the pervious pavers in this basin? Page: 13 Author: pjm File Name: CIVIL_210 W MAIN_Report_20190206_no plans.pdf Drainage plan shows pipes at 1% slope. Revise for consistency. 2.3.1 Proposed Basin PR:1A Proposed basin PR:1A is comprised of the first floor entrance roof. The roof discharges to Pipe C1. The basin area totals 79 sf and is 100% impervious. Based on a flow path of 9.5 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.011 cfs. PR:1A is collected and directed to a pervious paver system via Pipes C and A in order to provide WQCV. 2.3.1 Proposed Basin PR:1B Proposed basin PR:1B is comprised of the second and third floor stair and deck areas. The roof dis- charges to Pipe C2. The basin area totals 141 sf and is 100% impervious. Based on a flow path of 11.2 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.020 cfs. PR:1B is collected and directed to a pervious paver system via Pipes C and A in order to provide WQCV. 2.3.1 Proposed Basin PR:2A Proposed basin PR:2A is comprised of the southwest roof area. The basin area totals 986 sf and is 22% impervious. Based on a flow path of 23.4 feet at a slope of 1%, the time of concentration is 7.66 minutes. The resulting 100-year flowrate is 0.055 cfs. The roof discharges to the west and into basin PB:12. Because the roof is primarily a green roof struc- ture, the green roof area provides the WQCV although the roof is not entirely “green.” The Aspen Engi- neering Department has pre-approved this roof be exempt from providing at-grade WQCV for the imper- vious area. Please see PJ Murray or Hailey Guglielmo if you require an explanation of this determination. 2.3.1 Proposed Basin PR:2B Proposed basin PR:2B is comprised of the southeast roof area. The basin area totals 630 sf and is 28% impervious. Based on a flow path of 17.5 feet at a slope of 1%, the time of concentration is 6.43 minutes. The resulting 100-year flowrate is 0.039 cfs. The roof discharges to the east and into basin PB:15. Because the roof is primarily a green roof structure, the green roof area provides the WQCV although the roof is not entirely “green.” The Aspen Engineering Department has pre-approved this roof be exempt from providing at-grade WQCV for the impervious area. Please see PJ Murray or Hailey Guglielmo if you require an explanation of this determination. 2.3.1 Proposed Basin PR:3 Proposed basin PR:3 is comprised of the north roof area. The basin area totals 2065 sf and is 16% imper- vious. Based on a flow path of 32.8 feet at a slope of 1%, the time of concentration is 9.34 minutes. The resulting 100-year flowrate is 0.101 cfs. The roof discharges to the east and into basin PB:16. Because the roof is primarily a green roof structure, the green roof area provides the WQCV although the roof is not entirely “green.” The Aspen Engineering Department has pre-approved this roof be exempt from providing at-grade WQCV for the impervious area. Please see PJ Murray or Hailey Guglielmo if you require an explanation of this determination. Clarify that the area that is exempt is the walkways around the greenroof. Proposed basin PR:5 is comprised of the sidewalk found on the west of the north building. The basin area totals 176 sf and is 100% impervious. Based on a flow path of 14.5 feet at a slope of 2%, the time of con- centration is 5 minutes. The resulting 100-year flowrate is 0.024 cfs. PR:5 is collected and discharges to a pervious paver system via Pipe A in order to provide WQCV. 2.3.1 Proposed Basin PR:6 Proposed basin PR:6 is comprised of the sidewalk found on the south of the north building. The basin area totals 58 sf and is 100% impervious. Based on a flow path of 10.8 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.008 cfs. PR:6 is collected and discharges to a pervious paver system via Pipe B and A in order to provide WQCV. 2.3.1 Proposed Basin PR:7 Proposed basin PR:7 is comprised of the bike parking area located at the northeast of the north building. The basin area totals 31 sf and is 100% impervious. Based on a flow path of 8.1 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.004 cfs. PR:7 is collected and discharges to a pervious paver system found in PR:4 (parking area pervious pavers) in order to provide WQCV. 2.3.1 Proposed Basin PR:8 Proposed basin PR:8 is comprised of the sidewalk found in between the southwest and southeast build- ings. The basin area totals 41 sf and is 100% impervious. Based on a flow path of 8.2 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.006 cfs. PR:8 is collected and discharges to a pervious paver system via Pipe C and A in order to provide WQCV. 2.3.1 Proposed Basin PR:9 Proposed basin PR:9 is comprised of the sidewalk found at the entrance to the southwest building. The basin area totals 39 sf and is 100% impervious. Based on a flow path of 4.1 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.005 cfs. PR:9 is collected and discharges to PR:12. PR:12 is a vegetated area that meets the definition of a grass buffer. WQCV is provided by the grass buffer. 2.3.1 Proposed Basin PR:10 Proposed basin PR:10 is comprised of the sidewalk found at the entrance to the courtyard located between the southwest and southeast buildings. The basin area totals 20 sf and is 100% impervious. Based on a flow path of 5.4 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.003 cfs. Call out which all sidewalk basins are routed to like PR7. dewalk found in between the southwest and southeast build- % impervious. Based on a flow path of 8.2 feet at a slope of The resulting 100-year flowrate is 0.006 cfs. ous paver system via Pipe C and A in order to provide WQCV. dewalk found at the entrance to the southwest building. The ous. Based on a flow path of 4.1 feet at a slope of 2%, the ulting 100-year flowrate is 0.005 cfs. PR:12 is a vegetated area that meets the definition of a grass ffer. idewalk found at the entrance to the courtyard located between basin area totals 20 sf and is 100% impervious. Based on a me of concentration is 5 minutes. The resulting 100-year Which basin is this routed to for treatment? 7 Proposed basin PR:14 is comprised of the lawn found at the in between the entrance to the southeast building and the entrance to the central courtyard. The basin area totals 94 sf and is 0% impervious. Based on a flow path of 9.3 feet at a slope of 1%, the time of concentration is 5.73 minutes. The resulting 100-year flowrate is 0.005 cfs. PR:14 does not require WQCV and discharges to the ROW. 2.3.1 Proposed Basin PR:15 Proposed basin PR:15 is comprised of the lawn found at the eastern edge of the southeast building. The basin area totals 170 sf and is 0% impervious. Based on a flow path of 33.2 feet at a slope of 1%, the time of concentration is 10.18 minutes. The resulting 100-year flowrate is 0.006 cfs. PR:15 does not require WQCV and discharges to the ROW. 2.3.1 Proposed Basin PR:16 Proposed basin PR:16 is comprised of the lawn found between the north and southeast buildings. The ba- sin area totals 507 sf and is 0% impervious. This basin also includes a pervious paver area which treats many of the impervious areas. Based on a flow path of 40 feet at a slope of 1%, the time of concentration is 10.22 minutes. The resulting 100-year flowrate is 0.019 cfs. PR:16 does not require WQCV and discharges to the ROW. What is the overflow path for the pervious pavers in this basin? tributary runoff. • Inlet 7 o Inlet 7 is located under a roof, but is provided to collect nuisance drainage. • Inlet 8 o Inlet 8 collects runoff from basin PR:8 which discharges 0.006 cfs or 2.69 gpm. The inl has a capacity of 11.78 gpm which when reduced by a factor of safety of 2 becomes 5.89 gpm. The inlet has adequate capacity to convey the tributary runoff. 3.1.1 Pipes Pipes A, B and C are all 4” PVC pipes laid at a slope of 2% with a capacity of 0.261 cfs when flowing at 80%. As shown in in Table 3, the total tributary flowrate to the pipe network is 0.069 cfs. The pipe net- work has adequate capacity to convey the tributary runoff. Basin 100- Year Flowrate (cfs) PR:1A 0.011 PR:1B 0.020 PR:5 0.024 PR:6 0.008 PR:8 0.006 Total 0.069 Table 3. Pipe A, B and C tributary areas Drainage plan shows pipes at 1% slope. Revise for consistency. We have clarified that the walkway portion of the green roof is exempt. We have updated this sentence for basins PR:2A, 2B and 3. ?? We have stated that the pervious paver system is located within Basin PR:16. We have stated "The basin flow discharges by overland flow to PR:15 and finally to PR:17." Additionally, we have added a high point elevation to C300 and indicated the flow path from the high point to the Main St. ROW. We have corrected the report to read 1% rather than 2%. The flowrates in the original report were for a 1% pipe (supported by the appendix) and are therefore unchanged. Page: 14 Author: pjm File Name: CIVIL_210 W MAIN_Report_20190206_no plans.pdf Provide operation and maintenance requirements for the green roof and grass buffer areas on site. Page: 14 Author: pjm File Name: CIVIL_210 W MAIN_Report_20190206_no plans.pdf OS-1 basin is not described in this drainage report. Should this refer to the pervious paver areas on this site? Page: 14 Author: pjm File Name: CIVIL_210 W MAIN_Report_20190206_no plans.pdf Include a description of access for maintenance operations for all BMPs. Page: 34 Author: pjm File Name: CIVIL_210 W MAIN_Report_20190206_no plans.pdf The plans were not included in the drainage report. Page: 34 Author: pjm File Name: CIVIL_210 W MAIN_Report_20190206_no plans.pdf Provide an appendix with information on the green roof, include a detail in the civil plan set. Provide calculations that show storage capacity of this system. Porous Gravel A porous gravel strip totaling 408 sf of area will provide retention volume for the 91 scribed by Proposed Basin OS-1. Overall the porous gravel will provide 238 cf of st spaces (7in X 1in / 12 ft X 408 sf X 0.25). The 910 sf area develops 58 cf of runoff d event (0.77 in X 1 in / 12 ft X 910 sf). The porous gravel has adequate capacity to re event. 3.2 Operation and Maintenance The following maintenance recommendations for pervious paver systems can be fou URMP. Provide operation and maintenance requirements for the green roof and grass buffer areas on site. Porous Gravel A porous gravel strip totaling 408 sf of area will provide retention volume for the 910 sf of road area de- scribed by Proposed Basin OS-1. Overall the porous gravel will provide 238 cf of storage in the void spaces (7in X 1in / 12 ft X 408 sf X 0.25). The 910 sf area develops 58 cf of runoff during the 10-year event (0.77 in X 1 in / 12 ft X 910 sf). The porous gravel has adequate capacity to retain the 10-year event. 3.2 Operation and Maintenance The following maintenance recommendations for pervious paver systems can be found in Table 8.9 of the URMP. OS-1 basin is not described in this drainage report. Should this refer to the pervious paver areas on this site? A porous gravel strip totaling 408 sf of area will provide retention volume fo scribed by Proposed Basin OS-1. Overall the porous gravel will provide 238 spaces (7in X 1in / 12 ft X 408 sf X 0.25). The 910 sf area develops 58 cf of event (0.77 in X 1 in / 12 ft X 910 sf). The porous gravel has adequate capac event. 3.2 Operation and Maintenance The following maintenance recommendations for pervious paver systems can URMP. Include a description of access for maintenance operations for all BMPs. Appendix C--Plan Set The plans were not included in the drainage report. Appendix C--Plan Set Provide an appendix with information on the green roof, include a detail in the civil plan set. Provide calculations that show storage capacity of this system. This section was included in error and has been removed from the report. This section was updated with maintenance requirements for the green roof and grass buffers. Access to the BMPs is now discussed in each of the three BMP O&M sections. The permit coordinator was unable to upload the report with the planset included in the appendix. We will attempt to rectify this issue with the resubmittal. The detail is found on A.6.09. We have added A.6.09 to the civil plan set. An appendix was added to the report providing information regarding the storage element of the system. A storage calculation was added to the appendix as well. Page: 46 Author: pjm File Name: CIVIL_210 W MAIN_Report_20190206_no plans.pdf Were these calculations done using a 50% clogging factor? Page: 2 Author: pjm File Name: DR 02. SHORING-210 W Main St,Shoring,02-07-19.pdf Where micropiles are not proposed, what shoring technique will be used? DR 02. SHORING-210 W Main St,Shoring,02-07-19.pdf (3) Page: 4 Author: pjm File Name: DR 02. SHORING-210 W Main St,Shoring,02-07-19.pdf How will the utilities in conflict with the micropile walls be accomodated? Page: 4 Author: pjm File Name: DR 02. SHORING-210 W Main St,Shoring,02-07-19.pdf Show surcharge restriction areas on the plan. Page: [1] 210 W Main-C300 Author: pjm File Name: DR 06. CIVIL_210 W Main_Plans_20190206.pdf Show that edge of asphalt work will be out of the wheel path of vehicles. DR 06. CIVIL_210 W Main_Plans_20190206.pdf (13) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. 4 in PVC @ 1% Circular Diameter (ft) = 0.33 Invert Elev (ft) = 100.00 Slope (%) = 1.00 N-Value = 0.009 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Were these calculations done using a 50% clogging factor? CIR C U L A T I O N W A L K W AR E A : 4 2 0 S F Micropile Wall A Begin Wall Micropile Wall A Turn Line 1 Micropile Wall B End Wall 0+ 2 0 Where micropiles are not proposed, what shoring technique will be used? ghts as shown on ace and 4.0 Special Provisions 4.1 Wall geometry used in design was based on plans provided by the client. 4.2 This design is valid only for B&Y Drilling, Inc. at the subject site. 4.3 Excavation shall extend to micropile columns. During the excavation process, material should not be left between the excavation face and the grout/micropile column. 4.4 The micropile wall designs are valid only for dry surface and subsurface conditions. If surface water or groundwater is encountered during excavation or installation, RJ Engineering should be notified immediately and the wall may be redesigned at the discretion of RJ Engineering. Surface and subsurface drainage from adjacent properties should not be discharged at the top or through the micropile wall. Saturated soils may result in materials piping out from between micropiles resulting in failure and/or excessive wall movements. 4.5 The design life on this micropile wall is 12 weeks. Design life is defined by the beginning of excavation to the construction of the foundation wall. If the duration of the project exceeds the 12 week duration, RJ Engineering shall be contacted to evaluate the performance of the system and determine if the design life can be extended. 4.6 RJ Engineering is not responsible for maintaining slope stability above and below the micropile wall during construction. 4.7 Existing utilities appear to be in conflict with proposed shoring wall location. Utility locations presented shall be field verified and exposed or abandoned prior to micropile wall installation. 4.8 RJ Engineering is not responsible for quality control, quality assurance, changed conditions or problems resulting from improper construction techniques. 4.9 RJ Engineering is not responsible for construction site safety. 4.10 RJ Engineering is not responsible for wall layout. General contractor or representative of the general contractor is responsible for micropile wall layout. Temporary Micropile Walls General Notes February 7, 2019 King Louise 19-001G-D1 Grade-4RDJ Project Number: Date:Sheet Number:Prepared by:Project: Sheet Revisions Date Revision/Issue Prepared by B&Y Drilling, Inc. Designed For: 266 Red Cliff Circle Glenwood Springs, CO 81601 How will the utilities in conflict with the micropile walls be accomodated? Water-cement ratio should be between 0.4 and 0.6. be in accordance with ASTM A36, Grade 36. and normal weight aggregate in accordance with steel. installed per manufacturers recommendations. splacement at the surface should be observed during y up to 3". es specified herein. Cold weather protection 3.1 The micropile shoring was designed i Publication No. FHWA NHI-05-039, D 3.2 The following strength parameters we West Main Street, Aspen, Colorado" The following values were assumed f f (deg) (psf) Sand and Gravel 36 100 An experienced geotechnical enginee 3.3 Global Factor of Safety = 1.3 min. 3.4 Surcharge Loading - The excavation loads such as cra 1,000 psf or grea 3.5 No groundwater table was assumed. below the base of planned excavation 3.6 The micropile walls lateral deflection the private property line based on ant 4.0 Special Provisions Show surcharge restriction areas on the plan. REPLACE ASPHALT AT LOCATION OF CONCRETE PATCH. REPLACE ASPHALT A MINIMUM 2' OFF GUTTER. REPLACE ASPHALT OVER WATER SERVICE TRENCH. MAIN ROW = Show that edge of asphalt work will be out of the wheel path of vehicles. Pipe capacities were calculated flowing 80% full. Inlet calculations assume a factor of safety of 2 or a clogging factor of 50%. We have updated the plan set to show asphalt replacement to either the edge of the bus lane or in between wheel paths. A not has been added stating: "Asphalt replacement shall not terminate within a wheel path." Please note that we have moved the replacement water service adjacent to the existing service, thus reducing the time spent in Main St. Page: [1] 210 W Main-C300 Author: pjm File Name: DR 06. CIVIL_210 W Main_Plans_20190206.pdf Include the floating sidewalk detail in the submittal. Note that the excavation called out on the detail may not be attainable on this site. Call out floating sidewalk to be used entire length of tree dripline. Page: [1] 210 W Main-C300 Author: pjm File Name: DR 06. CIVIL_210 W Main_Plans_20190206.pdf To prevent pavers from shifting over time, a concrete boarder could be used. Page: [1] 210 W Main-C300 Author: pjm File Name: DR 06. CIVIL_210 W Main_Plans_20190206.pdf Call out BOW elevations. If this wall is greater than 4' from footer to TOW, it will require a structural engineer's stamp. Page: [1] 210 W Main-C300 Author: pjm File Name: DR 06. CIVIL_210 W Main_Plans_20190206.pdf To prevent pavers from shifting over time, a concrete boarder could be used, especially for this larger parking area. Page: [1] 210 W Main-C300 Author: pjm File Name: DR 06. CIVIL_210 W Main_Plans_20190206.pdf Is there an existing easement for the 1' of sidewalk on the property? This easement shall be formalized. Call out spot elevations along the sidewalk to ensure ADA slopes are met. REMOVE CURB CUT & REVEGETATE Include the floating sidewalk detail in the submittal. Note that the excavation called out on the detail may not be attainable on this site. Call out floating sidewalk to be used entire length of tree dripline. GREE N R O O F CIR C U L A T I O N W A L K W A Y S AR E A : 4 2 0 S F PERVIOUS PATIO A CIRCULATION PIPED SUBSTRATE 420 SF 7895.30 7895.30 7895.30 7895.30 7895.30 7895.30 7895.30 7895.30 7895.25 7895.30 7895.28 7895.28 7895.30 7895.29 7895.30 7895.30 7895.307895.30 .30 CLEANOUT 1 RIM:7895.30 INV IN:7893.97 4" PVC INV OUT:7893.97 4" PVC CLEANOUT 2 RIM:7895.28 INV IN:7893.87 4" PVC INLET - 5 RIM:7895.26 INV OUT:7894.36 4" PVC % PERFORATED PIPE 10.14' of 4" PVC @ 1.00% PIPE B2 8.24' of 4" PVC @ 1.00%DISCHARGE ROOF GRADE DISCHARGE ROOF GRADE PIPE B1 3.06' of 4" PVC @ 1.00% % To prevent pavers from shifting over time, a concrete boarder could be used. SEWER: ABANDON EXISTING SERVICE. INSTALL NEW SERVICE PER ASPEN SAN. DIST. KING AS IOUS RS TOW: 7895.10 EX:7895 PR:7895 Call out BOW elevations. If this wall is greater than 4' from footer to TOW, it will require a structural engineer's stamp. G P C SEWER INSTALL GAS: NE PHONE ELECTRIC: ABANDON EXISTING DIRECT BURY. PULL NEW CABLE FROM EXISTING TRANSFORMER. GREE N R O O F AY S PARKI N G AREAS PERVI O U S PAVER S EX:7895.10 PR:7895.10 7895.24 7895.25 7895.30 7895.30 7895.30 7895.30 7895.30 7895.30 7895.24 7895.24 7895.24 7895.30 7895.26 7895.24 TOW: 789 TOW: 789 7895.28 E TRACKING PAD MINIMUM 10' WIDTH 5' LENGTH INLET - 1 RIM:7895.20 INV OUT:7894.59 4" PVC INLET - 2RIM:7895.20INV IN:7894.44 4" PVCINV OUT:7894.44 4" PVC INLET - 5 PIPE A114.75' of 4" PVC @ 1.00% PIPE B28.24' of 4" PVC @ 1.00% PIPE B311.48' of 4" PVC @ 1.00% PIPE A229.64' of 4" PVC @ 1.00% INLET - 3 RIM:7895.26INV IN:7894.14 4" PVCINV IN:7894.14 4" PVCINV OUT:7894.14 4" PVC INLET - 6RIM:7895.26 INV IN:7894.25 4" PVCINV OUT:7894.25 4" PVC DISCHA GRADE TOW: 7895.2 TOW: 789 EX:7895 PR:7895 To prevent pavers from shifting over time, a concrete boarder could be used, especially for this larger parking area. ADJA C E N T S I D E W A L K TO RE M A I N . REPLACE SIDEWALK. SOUTH EDGE AT EXISTING PLANTED EDGE. NORTH EDGE ENCROACHES APPROX. 1' ONTO PROPERTY. MINIMUM WIDTH 6'. MAX SLOPE=2% DO NOT DISTURB EXISTING PLANTED AREA ALONG SOUTHERN EDGE. REMOVE CURB CUT & REVEGETATE 78 7894.71 7895.3 7895.1 7894. 7894. INLET - 2 RIM:7895.20INV IN:7894.44 4" PVC INV OUT:7894.44 4" PVC DISCHARGE ROOF DRAIN TO GRADE Is there an existing easement for the 1' of sidewalk on the property? This easement shall be formalized. Call out spot elevations along the sidewalk to ensure ADA slopes are met. We have updated the plan set to add the detail to C501. We have referenced the detail in the sidewalk note on C300. We have updated the plan set to show a 6" concrete border around the courtyard and parking pavers. We have updated the plan set to existing surveyed bottom of wall elevations. Wall heights do not exceed 4'. We have updated the plan set to show a 6" concrete border around the courtyard and parking pavers. Per PJ's email sent 6.13. This is no longer required. Page: [1] 210 W Main-C300 Author: pjm File Name: DR 06. CIVIL_210 W Main_Plans_20190206.pdf It is difficult to see the coloring difference in the types of treatment for the concrete areas on the site plan. Page: [2] 210 W Main-C200 Author: pjm File Name: DR 06. CIVIL_210 W Main_Plans_20190206.pdf Drainage report uses PR to label basins instead of PB. Revise for consistency. Page: [2] 210 W Main-C200 Author: pjm File Name: DR 06. CIVIL_210 W Main_Plans_20190206.pdf Is this basin PR14? Page: [4] 210 W Main-C400 Author: pjm File Name: DR 06. CIVIL_210 W Main_Plans_20190206.pdf Does this represent a concrete boarder around the PP? Page: [4] 210 W Main-C400 Author: pjm File Name: DR 06. CIVIL_210 W Main_Plans_20190206.pdf Call out No. 8 aggregate used in openings of PP. CONCRETE TREATED BY PATIO PERVIOUS PAVERS CONCRETE TREATED BY GRASS BUFFER OR PAVERS NEW SIDEWALK NEW CURB AND GUTTER NEW ASPHALT EXISTING ASPHALT TO REMAIN PERVIOUS PAVERS GREEN ROOF EELECTRIC METER GGAS METER It is difficult to see the coloring difference in the types of treatment for the concrete areas on the site plan. PB:2A AREA: 985.65 SF AR E A : SF PB : 8 A R E A : 4 0 . 7 3 S F Drainage report uses PR to label basins instead of PB. Revise for consistency. 1SF PB:1A AREA: 7 9 . 1 7 S F PB:10 A R E A : 0.25 S F PB : 1 1 A R E A : 23 . 6 3 S F PB:17 A R E A : 5 9 . 6 4 S F PB : 1 5 A R E A : 17 0 . 1 8 S F Is this basin PR14? E 7892 7893 7894 IN 2" BEDDING COURSE NO. 8 AGGREGATE 1' BASE COURSE NO. 57 AGGREGATE 6" BASE COURSE NO. 2 STONE Does this represent a concrete boarder around the PP? El e v a t i o n 7894 7895 7896 7897 PERFORATED PIPE 0.14' of 4" PVC @ 1.00% CLEANOUT 2 RIM:7895.28 INV IN:7893.87 4" PVC PERVIOUS PAVER TYP THICKNES: 3 1 8" 2" BEDDING COURSE NO. 8 AGGREGATE 1' BASE COURSE Call out No. 8 aggregate used in openings of PP. We have updated the plan set to better differentiate the two hatches. No. These are structures and do not represent a border. The structures are now shown in the background. The standard ICPI detail shows a border around the pavers (C501). The plans have been updated to call out the No. 8 aggregate between the pavers. We have changed the planset to read PR to be consistent with the report. Yes. We have updated C200 to call out the basin and its area. Page: [9] 210 W Main-C600 Author: pjm File Name: DR 06. CIVIL_210 W Main_Plans_20190206.pdf Point this comment at the proposed location of the water service line. Page: [9] 210 W Main-C600 Author: pjm File Name: DR 06. CIVIL_210 W Main_Plans_20190206.pdf The utility plan calls out pulling from a neighboring transformer to the west. Loads need to be calculated to ensure transformer has capacity for new development. Please provide evidence that proposed loads have been calculated and existing transformer has capacity. WATE R M A I N E SE WATER MAIN & SERVICE NOT SURVEYED ABANDON EXISTING TAP PER COA WATER DEPT STANDARDS. NEW 2" TYPE K COPPER SERVICE MINIMUM DISTANCE 18" FROM EXISTING TAP T. 0' Point this comment at the proposed location of the water service line. TRANS- FORMER The utility plan calls out pulling from a neighboring transformer to the west. Loads need to be calculated to ensure transformer has capacity for new development. Please provide evidence that proposed loads have been calculated and existing transformer has capacity. Ron Christian stated via email "Hey Josh, you are good to take your 3 phase 400 amp service to that transformer location. The only thing this might require is an upgrade of the transformer. I am going to figure out what the load is on it now and will let you know if it needs upgraded. Thanks, Ron" on 7/2. We will route power to the location and Ron will determine whether an upgrade is necessary.