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HomeMy WebLinkAbout012_Civil Engineering Report CIVIL ENGINEERING REPORT ����NEfRj�c EST STAR LY www.seaeng.com Engineers and Land Surveyors 851 Bridger Drive,Suite 1, Bozeman, MT 59715 1 phone:406-522-8594 1 fax:406-522-9528 1970 9�fOCI RT , Hotel Bozeman (AKA Mountain View East & West) Site, Water, Sewer, Storm Water Engineering Report \\pNTgN/���ii,� June 19th, 2023, Site Plan Submittal January 31st, 2024, Site Plan RC1 Submittal CORDELL D. - ii April 25, 2024, Site Plan RC2 Submittal -.� : POOL October 31, 2024, Site Plan RC3 Submittal i-33: No. 11645PE ;Lu_ °•1.4c '.�� Prepared for: HomeBase Montana %0S S/I N A t:,N��`� Prepared by: Stahly Engineering and Associates #0,, _ Engineer of Record: Cordell D. Pool, PE �— e.rr- Quality tontrol Reviewer: Zachary W. Lowe, PE Introduction The Hotel Bozeman, also known as the Mountain View East & West Buildings of the North Central Master Plan, is an infill redevelopment project on Lots 2 and 3, Block A, of Tracy's Third Addition. The site originally contained the Old Bozeman Deaconess Hospital and attached Mountain View Care Center. These buildings were demolished in a previous phase and the site is currently occupied by a gravel parking lot that serves the AC Hotel and Medical Arts Building. The combined area of the two lots is 47,468 square feet. Along with this development, the common boundary between the two lots will be realigned to correspond with the proposed buildings. Figure 1 -North Central Master Plan Project Vicinity I VILLARD STREET I - L_- PWC$Fi-' �, PHASE 4 PHASE 2 _ _ _ WILDING r I E c-i I j - ,W - - - - � i tfTl Z W _ w ."EKES � j }— ueumrwn I0 (,) HASE 3 PHASE 3 'f_ r PHASE 3 W T 4 W Q BEALL STREET = - 1 Y.ZGNE ll W - I� (7 --------- PHASE 7 y: I , --- W > PS2 ' PHASE 2 � ,. rr Q vIN __Vlo" icxs� Z II G O ® LAMME STREET f]�_ SCPIE IE FEET' li The location of The Hotel Bozeman is outlined in blue in Figure 1 (note: Figure 1 shows the North Central Master Plan at proposed full build-out). Within the North Central Master Plan, the east lot was proposed to be developed prior to the west lot, but the current proposal is to develop both lots concurrently. All master planned elements for both parcels will be included in this project. The Hotel Bozeman consists of two buildings that will be constructed separately. The Hotel East building (on the eastern lot) is a 6-story 131-unit hotel with accessory uses of a ground level restaurant and bar, ground level ballroom, and 6t"-floor restaurant and bar will be the first building completed. The Hotel West building (on the western lot) is a 6-story building with 35 guest rooms and 34 guest suites will be completed afterwards. The two buildings are connected by an aerial skybridge at Level 2 allowing interior access between buildings completed with the west building. The Hotel Bozeman utilizes valet parking to SID parking spaces. The proposed building and site improvements are shown on Figure 2. Civil Specifications and Design Standards The civil specifications for the project are the Montana Public Works Standard Specifications (MPWSS) and the City of Bozeman Modifications to MPWSS (COB Mods). Construction plans are developed in accordance with the City of Bozeman Design Standards. Demolition/Replacement on Adjacent Property The existing gravel parking lot on the property will remain in place until the AC Hotel parking can be relocated into the basement of the Ives building, which is currently in construction. Off-site Improvements Adjacent to Site In accordance with the North Central Master Plan, off-site infrastructure improvements are required as part of The Hotel Bozeman project. Off-site infrastructure improvements consist of Beall Street reconstruction between Tracy and Willson, stormwater infrastructure improvements on Beall and Lamme, Tracy Avenue water main replacement, new fire hydrants, Lamme and Tracy resurfacing, streetscape improvements, and street lighting. The off-site infrastructure improvements will be submitted and reviewed separately than the building and site improvements. Off-site improvements are proposed to be constructed concurrently with the east lot building and site improvements. All off-site improvements will require construction procedures conforming to the City public infrastructure projects. Site Improvements Site improvements consist of site hardscape improvements, franchise utility services, building water and sewer services, and stormwater mitigation. Common site improvements such as the paseo, stormwater mitigation, and paseo lighting will be completed with the east lot building and site improvements. The Hotel Bozeman hardscape improvements consist of new perimeter public sidewalks, internal pathways and paseo, and building accesses. Perimeter sidewalks consist of 6' wide concrete walkway and a 6' wide permeable paver strip with curbed planter beds for street trees. A 30-40' wide paseo runs between the two buildings providing outdoor amenity space and utility access. The center of the paseo also serves as an off-street loading zone for the hotel. Hardscape improvements Page 12 are designed to allow a WB-40 (city delivery truck) to pass through the paseo. Hardscape materials consist of reinforced concrete for loading zone areas, conventional concrete, top-cast concrete, and permeable pavers. ADA compliant routes are provided through the site and ramps are provided, where required, at the building entries. The Hotel Bozeman is within the downtown parking SID providing 186 off-site parking spaces. The SID spaces are utilized by both buildings. Valet services are proposed along the Lamme Street hotel entry. Figure 2—The Hotel Bozeman Site Layout NEW JR3 3 SPACES �- mf __nT PINy A10,, r 'r,— -§--• w zo�so_. CLJRE� I �( —w— NE ....F,CP SIGN 'STOP 3P� 11. " cn INLET;TYP 'NEV:6ULb" — ..k� - — 4�5L IB N E TiE I— I (TYR)J ' r Erh'IN(;AI _ I BE NARROWED TO 7 VOTE CE T(1- NDINC:JR'tFT�FA' ih nN F �F'r� ,J FS i- o P I I 2 ... OXES f YILLO IRIANGLL{IYR; I 1'IL Y II G FME '�"-i'. I I L -.i - �,I I F I it _ `T F NT'.c I EXI T'_' J L J _ I �GPE .,IE E- 'ERM All FA_;; . IW _SU 5 RFYfEE Err' CI�_F.Y I- I t .�I� RIM-NA-ER t EXISTING APARTMENT Y T R_..1 ( ' I - k;l.Jl_UINC, BLOBK A,LOT 2A t IIT - —J BLOCK A LOT 3A POWER - MET , BOXES— 22,445 sf - ILDE rI 25,024 sf F I. -I a°R HOTEL WEST - 'LO `I HOTEL EAST (AKA MOUNTAIN j (AKA MOUNTAIN Ex.e G `NR O A HME ) VIEW WEST) �' I VIEW EAST I J I{'*` 1 EA T xP (IYR) CI1T iL N 41, , iI i — ^: } _ C TvR _ — M SIC N � TRIANGLE LOADING r..N _ rT — — Ex p IN&SIDEIG�,k � i� e , —NF„ 1RR �$ - - — T Trash is stored within the buildings and rolled out to the Beall Street sidewalk for loading. This requires street level access to the buildings' trash room and a heated slab between the building and loading area. The oversized accesses proposed allow trucks to angle load trash without blocking oncoming traffic. Gas, communication, and power are extended underground from existing facilities at the northwest corner of Lot 2. These franchise utilities will run in an easement along the north side of the property to serve the Hotel Bozeman and planned buildings on the north side of Beall Street. Page 13 Water Existing water mains are located in Beall Street, Tracy Avenue and Lamme Street. The water main in Tracy Avenue is over 100 years old and will be replaced with the off-site infrastructure project. The Hotel East building domestic water and fire service will be from the main in Tracy Avenue. The Hotel West building domestic water and fire service will be from the main in Lamme Street. New mid-block fire hydrants are proposed on Lamme Street and Beall Street to serve proposed and future building sprinkler standpipes. The City of Bozeman 2017 Water Facility Plan Update did not identify any fire protection limitation in this area of town. As part of the 2017 Water Facility Plan Update, a fire flow test was performed on a hydrant at the Villard Street and Tracy Avenue intersection. The results for this test (test number 44) are included with this report. The static water pressure is approximately 137.7 psi. Two adjacent hydrants on Tracy Avenue were opened simultaneously at a 2.5" diameter nozzle, the hydrant nearest to the site flowed at 1,744 gpm while the other flowed at 1,601 gpm for a combined flowrate of 3,345 gpm. These flows resulted in a 24.8 drop in psi at the residual test hydrant, for a residual pressure of 112.9 psi. This indicates that reasonable urban fire flows can be met in the area. Specifically, any 2 of the nearby hydrants could be expected to provide similar flows, resulting in approximately 3,500 gpm of fire flow available to The Hotel Bozeman. The proposed building services will be sized based on the fixture counts performed for the building permit. Anticipated service sizes are 4" domestic water services and 6" fire services. Irrigation water supply will be provided through the domestic water services. Preliminary irrigation demands were provided by the landscape architect. Irrigation annual use is estimated to be 76,037 gallons, or 0.233 ac-ft. as shown on the Landscape Plans. Irrigation is anticipated to occur over an approximately 100-day season resulting in a daily irrigation demand of 760 gpd, split between the two buildings. The estimated water use for the Hotel Bozeman is provided below in Tables 1 and 2. Domestic water use estimates are based on a usage rate of 90 gpd/room for the hotel guest rooms and 120 gpd/room for suites. The hotel use was based on historic applications such as the AC Hotel and Element Hotel. To verify this estimate, the first year of water meter readings was obtained for the AC Hotel. Water meter readings showed the water use ranged from 45 to 86 gpd per room depending on occupancy. The 90 gpd/room safely accommodates water/sewer usage at full occupancy. The estimated water use (including irrigation) is anticipated to be 12,080 gallons per day (gpd) for the Hotel East building and 7,520 gallons per day (gpd)for the Hotel West building. The previous building's water use was obtained from meter readings from December 2017 to March of 2020. This previous use is subtracted from the new water use to determine the net new demand on the City's water system at this site. Note that the previous two buildings shared a water meter and the water use reduction is only applied to the Hotel East building. Page 14 Table 1. The Hotel East Building Estimated Water Use Hotel East Building Estimated Water Use Hotel use - including accessory uses #Units Gpd/unit Gallons/day Guest Rooms 131 90 11,790 Total Domestic Use 11,790 Irrigation Water Use 380 Total Water Use 12,170 Existing Water Demand Removed -7,220 Net New Water Demand 4,950 Average Day Demand (gpm) 3.44 Peaking Factor 4.5 Peak Hour(gpm) 15.5 Table 2. The Hotel West Building Estimated Water Use Hotel West Building Estimated Water Use Hotel use - including accessory uses #Units Gpd/unit Gallons/day Guest Rooms 35 90 3,150 Guest Suites 34 120 4,080 Total Domestic Use 7,230 Irrigation Water Use 380 Total Water Use 7,610 Existing Water Demand Removed 0 Net New Water Demand 7,610 Average Day Demand (gpm) 5.28 Peaking Factor 4.5 Peak Hour(gpm) 23.8 Page 5 Sewer Both buildings will be served by the 10" sewer main in Lamme Street. Both buildings will have an 8" sewer service connected to the main with a new cut-in manhole The Hotel East building will have a grease interceptor on grease waste line from kitchen facilities. Daily wastewater generation was determined utilizing the same methodology as described in the water use estimate, but without irrigation uses, as shown in Tables 3 and 4 below. Table 3. The Hotel East Building Estimated Sewer Use Hotel East Building Estimated Sewer Use Hotel use - including accessory uses #Units Gpd/unit Gallons/day Guest Rooms 131 90 11,790 Total Domestic Use 11,790 Existing Sewer Demand Removed -7,020 Net New Sewer Demand 4,770 Average Day Demand (gpm) 3.31 Peaking Factor 4.5 Peak Hour(gpm) 14.9 Table 4. The Hotel West Building Estimated Sewer Use Hotel West Building Estimated Sewer Use Hotel use - including accessory uses #Units Gpd/unit Gallons/day Guest Rooms 35 90 3,150 Guest Suites 34 120 4,080 Total Domestic Use 7,230 Existing Sewer Demand Removed 0 Net New Sewer Demand 7,230 Average Day Demand (gpm) 5.02 Peaking Factor 4.5 Peak Hour(gpm) 22.6 The previous buildings' wastewater generation use was obtained from non-summer meter readings from December 2017 to March of 2020. This previous use is subtracted from the new sewer demand use to determine the net new demand on the City's sewer collection system at this site. Storm Water The previous site conditions consisted of significant building and hardscape impervious area without any stormwater mitigation. Currently, runoff from the site is directed northerly or easterly, to Beall Street or Tracy Avenue, respectively. City storm sewer currently exists in Beall Street. The Beall Street reconstruction will relocate curb inlets in Beall Street and add a new curb inlet in Tracy Avenue to provide improved stormwater collection. Permeable paver strips will be installed between Page 16 the sidewalk and curb to reduce stormwater runoff generated from City sidewalks, provide space for sidewalk and street snow storage, and infiltrate water from snow melt. Existing and post development stormwater runoff volumes were determined by the Rational Method with a weighted coefficient determined for the building's rooftop, pavement area, sidewalks, permeable pavers, and landscaped areas. Combined on-site storm runoff calculations are shown in Table 5. Runoff flow rates are provided for the highest intensity (short duration) events for a range of storm frequencies. Runoff volumes are provided for the different storm frequencies and precipitation depths. Note that runoff peak flow rate and volume are not related. Peak runoff flow rate only depends on rainfall intensity at the time of concentration and the frequency of the event. Runoff volume depends only on the storm duration and precipitation depth. For example, the 10-year 2hr, and 10-year 24hr storms would have the same peak flow, but different runoff volumes due to the different precipitation depths. For the purposes of review the 10-year, 2-hr storm is shown at having a constant intensity of 0.41 in/hr for a duration of 2 hours, resulting in a precipitation depth of 0.82 inches. More detailed storm drainage calculations showing on-site and off-site sub-basins and pipe capacity calculations are provided in an appendix (Appendix A) of this report. Stormwater from on-site buildings and hardscapes will be mitigated on-site in a shared sub-surface retention/infiltration system beneath the paseo. Small perimeter areas of the site will continue to drain to adjacent streets. Overflows from large storm events will be piped to the existing stormwater main in Beall Street, but at a much lower rate than ran off from the previous site. The storm water retention system completely contains the runoff from the 10-year 2-hour storm event. Additionally, to reduce impacts to the existing off-site storm drainage infrastructure, the stormwater retention system will reduce peak flows from larger storm events to below existing values. The most limiting stormwater mitigation criteria for this site is to provide mitigation of the larger storm events; ensuring that the post-developed runoff is equal to or less than existing condition runoff values. The proposed stormwater mitigation system will capture, retain, and infiltrate the building rooftop runoff for storms up to and exceeding the 10-year 2-hour event of 0.82", the base code requirement. The on-site infiltration system will capture site and rooftop runoff and pipe it to a subsurface chamber/gravel infiltration system located between the buildings. The on-site system captures runoff from 40,640 sf of the total site area of 47,468 sf, which significantly reduces the peak flows in off-site piping. Building roof drains will be sized in accordance with the building codes. All on-site and off- site stormwater piping will be sized to accommodate or exceed the 25-year peak flow, which corresponds to a duration equal to the time of concentration of 5 minutes as shown in Table 5. A summary of the stormwater calculations showing the mitigation of the increased stormwater runoff has been provided below in Table 5. The required storage volume for the 10-year, 2-hour storm, 0.82" event is 2766 cf. To reduce flows to existing storm drainage infrastructure, 3,568 cf of storage volume is proposed. This results in a system that will completely retain runoff from storms up to the 1.06-inch event, which represents the 98th percentile of storm events in Bozeman. The retention system will completely contain 25-year storms up to 230-minute duration, and 100-year storms up to 2-hour duration. Thus, the overflows from the on-site system will only occur after the peak flows have passed through the off-site storm pipes. Storm runoff from events larger than these events will overflow into the City storm sewer network at a rate significantly lower than existing conditions and after the peak flow in the off-site pipe has occurred. Page 17 Groundwater monitoring wells were installed as part of the geotechnical investigation for the North Central Master Plan. The stormwater mitigation system is located near Borehole #3, with a depth to seasonal high groundwater of 12' below ground surface. The depth of the proposed storm water mitigation system is approximately 7.5', which is 4.5' above seasonal high groundwater. Table 5. The Hotel Bozeman On-site Storm Water Calculations Site Statistics Land Classification C Existing Area (sf) Post Dev Area (st) Rooftops 0.9 21,664 36,532 Pavement 0.9 3,540 0 Sidewalk 0.9 10,290 7,726 Permeable Pavers 0.3 0 0 Landscape 0.2 11,974 3,210 Total 47,468 47,468 Weighted Runoff Coeff. (C ) 0.72 0.85 Design Storm Information Design Storm 0.5-Inch 10y 2hr 10-Year 25-Year 50-Year 100-Year Drainage Area (acres) 1.090 1.090 1.090 1.090 1.090 1.090 Drainage Area(sf) 47,468 47,468 47,468 47,468 47,468 47,468 Slope(%) 2 2 2 2 2 2 Time of Concentration (min) 5.0 5.0 5.0 5.0 5.0 5.0 24 Hour Precipitation Volumes (in) 0.50 1 0.82 1.84 2.16 2.42 2.67 Existing Peak Flow Calculations Design Storm 0.5 Inch 10y 2hr 10-Year 25-Year 50-Year 100-Year Intensity at Tc (Figure 1-2 pg. 29)(in/hr) NA 0.41 3.22 3.83 4.74 5.34 Peak Runoff Rate at Tc (Q = CIA)(cfs) NA 0.32 2.54 3.02 3.74 4.21 Runoff Volume (cf) 1,431 2,347 5,265 6,181 6,925 7,641 Post Dev Peak Flow Calculations Design Storm 0.5 Inch 10y 2hr 10-Year 25-Year 50-Year 100-Year Intensity at Tc (Figure 1-2 pg. 29)(in/hr) NA 0.41 3.22 3.83 4.74 5.34 Peak Runoff Rate at Tc (Q= CIA)(cfs) NA 0.38 2.99 3.56 4.41 4.96 Runoff Volume (cf) 1,686 2,766 6,206 7,285 8,162 9,006 Mitigation Calculations Design Storm 0.5 Inch 10y 2hr 10-Year 25-Year 50-Year 100-Year Runoff Volume Increase (cf) 256 419 941 1,104 1,237 1,365 Retention Volume(cf) 3,568 3,568 3,568 3,568 3,568 3,568 Net Runoff Volume Post Mitigation (cf) 0.0 0.0 2,638 3,717 4,594 5,438 % Decrease in Runoff from Existing 100.0 100.0 49.9 39.9 33.7 28.8 Conveyance Capacity The conveyance capacity of on-site and off-site piping at existing and post-development conditions has been analyzed. A map of the storm drainage sub-areas and detailed calculations are provided in Appendix A of this report. The results of the calculations are summarized here. The City's current design criteria is that stormwater facilities are sized to convey the peak flow from the 25-year event. The peak flow is assumed to occur when the storm duration is equal to the time of concentration of the drainage area. The intensity of the storm decreases as the storm duration increases. The time of concentration of the stormwater collection system upstream of the Tracy and Beall intersection is 15 minutes. The time of concentration of individual curb inlet catchment areas Page 18 varies between 5 and 13 minutes. The time of concentration for on-site collection areas is 5 minutes. Table Al in the appendix shows peak flow and pipe capacity at existing conditions. At existing conditions stormwater from the existing site is combined with existing stormwater collection lines in Willson Avenue, Beall Street, and Tracy Avenue. Lamme Street drains to collection lines in Tracy or Willson. Table Al shows that the existing storm drains in Beall cannot currently transmit the 25-year peak flow. The peak runoff flow rate at the Tracy and Beall intersection is approximately 172% of the pipe capacity. However, this capacity limitation only exists for approximately 20 minutes every 25 years, so the level of service provided by the existing infrastructure is actually quite functional. Table A2 in the appendix shows peak flow and pipe capacity for the on-site stormwater facilities. The proposed on-site stormwater retention system captures runoff from 40,640 sf of the 47,468 sf site (about 85% of the site). The perimeter of the site (approximately 6828 sf) consisting mostly of landscape improvements continues to flow to the existing streets. Table A2 in the appendix shows that all onsite piping is capable of carrying the peak flow from the 25-year event. Table A2 also shows that the storm runoff from this peak flow event is completely contained within the on-site retention system and does not flow off-site. Table A3 of the appendix analyzes the post-development peak flow and off-site pipe capacity. The post-development peak flow in the off-site storm drains is less than the existing conditions, since a large portion of the site runoff is captured in the on-site retention system. After development the peak runoff flow rate at the Tracy and Beall intersection is approximately 137% of pipe capacity. The duration for which this condition occurs is reduced to only 10 minutes every 25 years. It is easy to envision that as more property develops and provides on-site mitigation in accordance with City standards, that this pipe may become code compliant. Note that there is an existing City parking lot at Willson and Mendenhall that contributes a significant amount of unmitigated runoff to this storm drainage collection area. Curb conveyance calculations for the adjacent City streets is shown in Table 6. Street runoff will be collected by curbs and be directed to the public storm drain via 3 new curb inlets replacing the 2 existing curb inlets. Street runoff is divided into four separate collection areas (Willson Avenue, Beall Street-north and south halves, and Tracy Avenue)for analysis of specific drainage system elements. Note that for this analysis the east side of Willson is analyzed. The west side would have the same flow rate and capacity. Table 6 shows that the existing street curbs have adequate capacity to carry the 25-year peak flow at their individual times of concentration. Page 19 Table 6-Curb and Gutter Conveyance Calculations Curb Peak Flow Calculations Sub Area Willson Ave (E) Beall Street(N) Beall Street(S) Tracy Ave (W) Drainage Area Properties Catchment Area(so 38,776 9,678 11,805 34,466 Catchment Area(ac) 0.89 0.22 0.27 0.79 Runoff Coeff. (C) 0.86 0.71 0.72 0.70 Design Storm Information Design Storm 25-Year 25-Year 25-Year 25-Year Slope(%) 1 0.5 0.5 1 Time of Concentration(min) 13.0 5.0 5.0 11.0 Peak Flow Calculations Intensity at Tc (Figure 1-2 pg. 29)(in/hr) 1 2.08 1 3.83 1 3.83 1 2.31 Peak Runoff Rate at Tc(Q= CIA)(cfs) 1 1.59 0.60 0.75 1.28 Note: Areas and TOC are for indiviudal curb catchment areas Curb Capacity Calculations Sub Area Willson Ave (E) Beall Street(N) Beall Street(S) Tracy Ave (W) Right-side slope X1 0.05 0.05 0.05 0.05 Left-side slope X1 33.00 33.00 33.00 33.00 Channel bottom width (ft) 0.00 0.00 0.00 0.00 Flow Depth(ft) 0.20 0.16 0.17 0.18 Flow Area(ft^2) 0.66 0.42 0.49 0.56 Wetted Perimeter(ft) 6.80 5.44 5.85 6.26 Width 0.02 0.02 0.02 0.02 Hydraulic Radius (ft) 0.10 0.08 0.08 0.09 Manning's Roughness 0.01 0.01 0.01 0.01 Slope(ft/ft) 0.01 0.01 0.01 0.01 Average Velocity(ft/sec) 2.42 1.47 1.55 2.29 Flow(cfs) 1.60 0.62 0.76 1.28 Note: All curb flow depths less than maximim allowed of 0.3' Table A4 of the appendix shows the off-site curb inlet capacity calculations. The capacity of a typical City standard curb inlet is 2.5 cfs, which exceeds the 25-year peak flow received by any individual inlet. Table A5 of the appendix shows the on-site area drain inlet capacity calculations. This table shows that any individual area drain inlet has capacity exceeding the 25-year peak flow of the on-site drainage sub-areas, but there are several inlets in each drainage sub-area. Page 1 10 Storm Water Maintenance Requirements (to be added to property covenants): General Information The proposed on-site storm water conveyance and infiltration facilities will be operated and maintained by the property manager. Storm Water Facilities Maintenance Schedule 1. Site Housekeeping. (Continuously as needed) The main cause of storm water facility damage is poor site housekeeping. Sediment tracked onto pavement can be washed into storm water appurtenances and damage these facilities. Trash can clog conveyance structures, potentially causing property damage. • Keep sidewalk, permeable pavers, and parking areas clean. • Pick up trash. • Restore damaged landscaping in order to prevent sediment runoff. 2. Curb, Sidewalk Chase, and Infiltration System Maintenance. (Quarterly) All storm water conveyance structures can acquire sediment and debris buildup. If this sediment and debris is not periodically removed, it can cause undesired ponding and clogging. These conveyance structures need to be inspected and cleaned if required. • Inspect for sediment or debris in the structures and remove if present. • Inspect infiltration system through inspection ports for sediment accumulation. Sediment depth less than 3" is acceptable. • Check for damage, repair as needed. 3. Curb and Infiltration System Maintenance. (Long-term) If regular housekeeping and maintenance is not performed adequately, sediment and debris can accumulate in the storm water conveyance structures and infiltration system and clog them beyond repair. • If greater than 3" of sediment is present in infiltration system, hire a contractor with a Jet-Vac chamber cleaning system to remove the sediment from the infiltration system. • If original system performance can be achieved through maintenance, hire a contractor to repair and return conveyance structures and infiltration system to the initial design condition found on City engineering plans. 4. System Monitoring. (Quarterly, except in winter) The storm water facilities shall be inspected quarterly to quickly identify small issues before expensive damage can occur. In addition to regular monitoring, the best time to inspect the performance of storm water facilities is during runoff events. • Observe system during runoff. Look for ponding on permeable pavers or inlet structures. This can indicate a clogged paver infiltration and/or clogged conveyance structure. • Open infiltration system inspection ports within 24-hours of a storm event and look for ponded water in the infiltration system. This can indicate clogged infiltration system. Page 1 11 If clogged, hire a contractor with a Jet-Vac chamber cleaning system to remove the sediment from the infiltration system. 5. PERMEABLE INTERLOCKING CONCRETE PAVEMENT (PICP) Inspection & Maintenance Guidelines. Service inspection and maintenance shall include the following activities: • Winter Maintenance: o Ensure only joint aggregate stone (typically# 8, #89 or#9 washed chip stone) is used for traction as needed. Sand should not be used for winter traction. • Normal Maintenance: o Inspect surface for ponding after large rain events. If ponding is observed, identify areas with severe sediment loading and vacuum to remove and replace with new washed joint aggregate (typically# 8, #89, or# 9 washed chip stone). o Note any sediment laden run-off from adjacent areas onto permeable pavement. If needed, correct with erosion control measures. • Annual inspection and maintenance shall include the following activities: o Replenish paver joints with additional aggregate if level is more than '/2 in. below chamfer bottoms. o Inspect vegetation around PICP perimeter for cover & soil stability, repair/replant as needed. o Inspect and repair all paver surface deformations (depressions/settlement) exceeding 1/2 in. o Repair paver heights offset by more than 1/4 in. above or below adjacent units or offset by more than 1/8" lippage from paver-to-paver. o Replace cracked paver units impairing surface structural integrity. o Check drains and outfalls (if existing)for free flow of water. Remove any obstructions. o Check observation wells (if existing) to confirm reservoir is draining (based on size of last rain event). o Vacuum surface (typically spring), adjust vacuuming schedule per sediment loading. Once a year sweeping is normal unless excessive silts and fines are present in joints. o Test surface infiltration rate using ASTM C1781. If pavement infiltration rate is < 100 in/hr employ remedial maintenance procedure utilizing a vacuum sweeper/method to extract affected clogged joints/voids and replace joint/void areas with #8, #89 or#9 washed chip aggregates and retest infiltration rate to confirm reinstated areas exceed 100 in/hr flow rate. Repeat remedial process as needed to exceed the 100 in/hr criteria. • Additional Normal Maintenance Notes: o A dry mechanical or regenerative air-type sweeper may be used during dry periods to remove encrusted sediment, leaves, grass clippings, etc. Vacuum or sweeper settings may require adjustments to prevent uptake of aggregate Page 1 12 from the paver voids or joints. Leaf blowers or other standard onsite manual methods that are used for standard pavement maintenance may be employed to remove this surface debris. o It is not recommended to utilize a pressure washer to clean joints. o Remove snow with standard plow/snow blowing equipment. o Deicing salt may be used on permeable pavers (proper application and appropriate salt type) but consult property owner or project engineer before usage. In some regions deicing salt use is restricted. Salt use can affect water quality and have environmental impact. 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(419) 1O (420) (415) (416) (419) (415) (414) (414) w (418) (409) (411) (414) (413) (409) Q (414) (aos) (410) " (410) w - — (405) (402) (113) (405) 1O (405) (409) Q u (401) (109) (406) (4031 (ao2) (5) (11) (401).. hd g �c m (ao8) ,r • aoz (110) +� (323) (324) (323) VILLARD ST (300)(104) C (326) (322) (10) (323) (322) (317) (320) :319) (320) 314) 315) F (316) (316) (317) (313) v ♦ (313) (314) (315) (318) (311) (312) (311) I ,---ti—�-- - ( (308) 307 (3_00) (7) (307) (310) (309) (312) 305 (305) (308) (115) (301)(15) )(304) (301) (1 101,CI (301) 12"CI 0'CI 314 (21) (303) ( 03) (302)10"CI _ 10"CI (210) BEALLST (215) 11) u (214) 15) _ i.- (210)(6) (8) (16) (20) in M v` (209) (210) (108)(114)(118) (205) (206) - (17) (205) (3) (5)(7)(9) (13)(17)(19) (204) (109) (113) (117) (201) (204) (209 (209)(205) (203) ( ) (105) 1 8"DI 8"DI 8'DI - - v_ (124) (1 5M M EST (108) (120)(115) (122) (200) LAM M EST E (121) (121) (122) _ (26)(22) (18) (14) (114) p 220) (112) (121) W (119) (120) (40) Ei (122) 00 (116) (114) w (116) (111) 00 u Q (112) (121) v Z (112) 0 I (106) (15)(25) (101) (109)(111) (215) 103 (133) (103) (103) 3 r' O O (101) i 5 5 Test Number: 44 RESIDUAL HYDRANT FLO WHYDRANT#1 FLO WHYDRANT#2 Test Date: 9/30/2015 Hydrant No. 92 Hydrant No. 93 Hydrant No. 374 Start Time: 8.15 AM HPR No. 1240 HPR No. 1241 HPR No. 201250 End Time: 8:25AM Static: Flow 137.7 psi 1,601 gpm Flow: 1,744 gpm Test By: JDH Residual: 112.9 psi zone: SO LffH Test Hydrants Flow Hydrants O her Hydrants Bozeman Water Distribution System Model Calibration Field Test Data Sheet 44 Appendix A - Supplemental Stormwater Information This appendix provides additional maps and calculations showing delineated subbasins, updated storm runoff coefficients, and the 25-yr design storm flowrates on each subbasin. These calculations address both the on-site and off-site capacities for conveyance in a pre-development to post- development comparison. • Figure 1 — Drainage Basin Map • Table Al — Existing Conditions Sub-Basin Peak Flow Calculations and Pipe Capacity Calculations • Table A2 —On-Site Sub-Basin Peak Flow Calculations and Pipe Capacity Calculations • Table A3 — Post Development Sub-Basin Peak Flow Calculations and Pipe Capacity Calculations • Table A4 —Off-Site Inlet Capacity Calculations • Table A5 —On-Site Inlet Capacity Calculations A A A 1 ��61N�EfQjys' 1 IIIIIII • BBA s�MP .1,4791o, STAHLY _ 15" INV OUT(N):4797.75 ►10 14LF OF 15" RCP ®1.3% �4% o ♦ 1 __ _ -_ STAHLY — / u•♦♦ B EA L L (S) SUBBASIN RIM EL:4 75 -RIM EL:48N� 000 35~- ���� ♦♦ 15" NV OUT EL(E):4' 15"INV OUT EL(E):4796.26 20LF OF 15"RCP ® 7. S� / ENGINEERING 75" INV IN EL(W):47 .59 15" INV IN EL(W):4796.26 / 8 ASSOCIATES — 11,805 SF, Ci=0.72 12" NV IN EL(S):a7 -90 15"INV N EL(N):4797.55 5 E%OISTINC SDMH PROFESSIONAL - 15"INV INEL�, RIM:4800.26 ENGINEERS 8 NV 0 ° --' y10 ;\ CORE IIN(NEW 7115"5NV IN w sseoengg..cRom I - -- _ 2223 MONTANA AVE. STE. 201 'z -� - - - BILLINGS, AT 59101 ...... -- - I, 26LF OF) RCP �'1 % Pnonr(406)601-4055 ��7i' - NEW CURB •� 39LF OF 12" PVC®1% ) •f--; RIM EL 4799.80 / ti - %' OVERFLOW TO STORM _ SUMP E1:'797.00 / 3530 CENTENNIAL DR. DRAIN MAIN - / 15"INV OUT(N):4797 75 / HELENA,MT 59601 n P—ao6 asz-es94 i NEW 40 COMBO RIM EL: SUMP ELR400.35 4'795.06 ( ( ) 1 / 15" INV OUT(NE):4795.61— "1 / 851 BRIDGER DR. STE. 1 RETENTION SYSTEM #, / BOZEMAN,MT 59715 ACCESS MANHOLE �. / Phwe:(406)522-9526 RIM EL:4801.40 29 _ —INFILTRATION SYSTEM 20' WIDE, 105' / SUMP EL:4794.29 LONG 0 N):4798. GRAVEL BED FROM CONCRETE 12"INV OUT EL( _ 9 SIDEWALK DOWN TO NATIVE GRAVEL 4" INV IN EL(W):4798.29 / r - j 24" INV IN EL(S):4796.29 - ` 1 1 I ROW OF 50"WIDE CHAMBERS, STORMTH SC 740 OR EO, 91' / I SUBBASIN � - LONG IECN GRAVEL BED - SUBBASIN 1A 2,097 SF, C=0.61 ; 3,657 SF, C=0.67 / Z z o Z w o o m g Z ( s �_ 5 / a z 5 HOTEL WEST w BUILDING M �. HOTEL EAST BUILDING SUBBASIN 15,053 SF, C=0.9 / N M d SUBBASIN z 10"PIPE AT 2%SLOPE I 10"PIPE AT 2%SLOPE FROM BUILDING �O>V Ii�7,7 FROM BUILDING 18,815 SF, C=0.9 RETENTION SYSTEM •CORDELLD.•• ACCESS MANHOLE 7F SUBBASIN 1 B = V = SUMP EL EL: 4 00 / -- - - No 1164 POOL5PE:w� z 1 3,115 SF, C-0.67 1 24" NV Gu EL(N):4796.29 ° 1 10"INV IN °L(W):4796.69 / sr�ONAI,ECG 10 INV IN 4" INV IN E(S): 4798.29 n: Q 1 / cq o ��/� EA 7 0 INLET(TYP SIDEWALK R OF10) �/ / V J LL - 4"PVC AT 2%SLOPE � j / Q J W W Z V) cr ° O / wZUQO (n rn / n J - -,I N W Q � / OVOCw J J w O / m2H (nZ ° O / W cc co O u> W W 0 Z N NO TRACY SUBBASIN 34,466 SF ; C=0.72 ; / / / / DRAINAGE BASIN i MAP / / 0 15' 30' j ALE IN FEET SHEET FIG 1 Table Al. Existing Conditions Sub-Basin Peak Flow Calculations and Pipe Capacity Calculations Existing Conditions Sub-Basin Peak Flow Calculations Sub-Basin Willson Ave Existing Site Beall(S) Beall(N) Tracy(W) Ground Conditions C Post Dev Area(sf) Post Dev Area(sf) Post Dev Area(sf) Post Dev Area(sf) Rooftops 0.9 18,390 21,664 0 0 0 Pavement 0.9 61,512 3,540 6,468 5,340 18,168 Sidewalk 0.9 8,950 10,290 1,941 1,669 5,878 Permeable Pavers 0.3 2,000 0 1,941 0 3,206 Landscape 0.2 4,186 7,243 1,455 2,669 7,214 Total 95,038 42,737 11,805 9,678 34,466 Weighted Runoff Coeff.(C) 0.86 0.78 0.72 0.71 0.70 Design Storm Information Design Storm 25-Year 25-Year 25-Year 25-Year 25-Year Drainage Area(acres) 2.182 0.981 0.271 0.222 0.791 Drainage Area(sf) 95,038 42,737 11,805 9,678 34,466 Slope(%) 1 1.5 0.5 0.5 1 Time of Concentration(min) 15.0 15.0 15.0 15.0 15.0 Peak Flow Calculations Design Storm 25-Year 25-Year 25-Year 25-Year 25-Year Intensity at Tc (Figure 1-2 pg.29)(in/hr) 1.89 1.89 1.89 1.89 1.89 Peak Runoff Rate at Tc(Q=CIA)(cfs) 3.54 1 1.45 0.37 1 0.30 1.05 Existing Conditions Off-Site Storm Drain Pipe Capacity Calculations Drainage Subarea Willson Outfall Site Outfall Beall(S)Outfall Beall(N)Outfall Beall Outfall Tracy Outfall Pipe Material PVC PVC PVC PVC PVC PVC Pipe Size(in) 15.00 15.00 15.00 15.00 15.00 15.00 Manning's"n"(PVC) 0.013 0.013 0.013 0.013 0.013 0.013 Area(ft2) 1.23 1.23 1.23 1.23 1.23 1.23 Wetted Perimeter(ft) 3.93 3.93 3.93 3.93 3.93 3.93 Hydraulic Radius(ft) 0.31 0.31 0.31 0.31 0.31 0.31 Slope(ft/ft) 1 0.0033 0.0033 0.0100 0.0130 0.0033 0.0036 Full Flow Capacity(cfs) 3.72 3.72 6.48 7.39 3.72 3.89 Velocity(ft/sec) 3.03 3.03 5.28 6.02 3.03 3.17 Contributing Inlet Basin 3 Willson Inlets Willson,Site Beall(S) Beall(N) Beall(S),Beall(N) Beall Outfall,Tracy Willson,Site i Page I Al Table A2. On-Site Sub-Basin Peak Flow Calculations and Pipe Capacity Calculations On-Site Sub-Basin Peak Flow Calculations Sub-Basin Hotel West Hotel East 1A 1B Combined Site Ground Conditions C Post Dev Area (sf) Post Dev Area (sf) Post Dev Area (sf) Post Dev Area (sf) Post Dev Area (st) Rooftops 0.9 15,053 18,815 0 0 33,868 Pavement 0.9 0 0 0 0 0 Sidewalk 0.9 0 0 2,479 2,112 4,591 Permeable Pavers 0.3 0 0 0 0 0 Landscape 0.2 0 0 1,178 1,003 F 2,181 Total 15,053 18,815 3,657 3,115 40,640 Weighted Runoff Coeff. (C) 0.90 0.90 0.67 0.67 0.86 Design Storm Information Design Storm 25-Year 25-Year 25-Year 25-Year 25-Year Drainage Area(acres) 0.346 0.432 0.084 0.072 0.933 Drainage Area(sf) 15,053 18,815 3,657 3,115 40,640 Slope(%) 2 2 1.5 1.5 1.5 Time of Concentration(min) 5.0 5.0 5.0 5.0 5.0 Peak Flow Calculations Design Storm 25-Year 25-Year 25-Year 25-Year 25-Year Intensity at Tc (Figure 1-2 pg. 29)(in/hr) 3.83 3.83 3.83 3.83 3.83 Peak Runoff Rate at Tc(Q=CIA)(cfs) 1.19 1.49 0.22 0.18 3.08 Runoff Volume 924 Retention Volume 3568 Note On-site retention contains runoff up to 25-year 230 min event On-Site Storm Drain Pipe Capacity Calculations Drainage Subarea Hotel West Outfall Hotel East Outfall 1A Outfall 1B Outfall Site Outfall Pipe Material PVC PVC PVC PVC PVC Pipe Size(in) 10.00 10.00 4.00 4.00 12.00 Manning's"n" (PVC) 0.013 0.013 0.013 0.013 0.013 Area(ft2) 0.55 0.55 0.09 0.09 0.79 Wetted Perimeter(ft) 2.62 2.62 1.05 1.05 3.14 Hydraulic Radius (ft) 0.21 0.21 0.08 0.08 0.25 Slope(ft/ft) 0.0200 0.0200 0.0200 0.0200 0.0100 Full Flow Capacity(cfs) 3.11 3.11 0.27 0.27 3.57 Velocity(ft/sec) 5.70 5.70 3.09 3.09 4.55 Contributing Inlet Basin 1A 1A 1A 1B 1A,1B Hotel East, Hotel West Stormwater Flow(cfs) is Page I A2 Table A3. Post Development Sub-Basin Peak Flow Calculations and Pipe Capacity Calculations Post Development Sub-Basin Peak Flow Calculations Sub-Basin Willson Ave Offsite Combined Site 2 Beall(S) Beall(N) Tracy(W) Ground Conditions C Post Dev Area(sf) Post Dev Area(sf) Post Dev Area(sf) Post Dev Area(sf) Post Dev Area(sf) Post Dev Area(sf) Rooftops 0.9 18,390 33,868 0 0 0 0 Pavement 0.9 61,512 0 0 6,468 5,340 18,168 Sidewalk 0.9 8,950 4,591 1,214 1,941 1,669 5,878 Permeable Pavers 0.3 2,000 0 0 1,941 0 3,206 Landscape 0.2 4,186 2,181 883 1,455 2,669 7,214 Total 95,038 40,640 2,097 11,805 9,678 34,466 Weighted Runoff Coeff.(C) 0.86 0.86 0.61 0.72 0.71 0.70 Design Storm Information OF Design Storm 25-Year 25-Year 25-Year 25-Year 25-Year 25-Year Drainage Area(acres) 2.182 0.933 0.048 0.271 0.222 0.791 Drainage Area(sf) 95,038 40,640 2,097 11,805 9,678 34,466 Slope(%) 1 1.5 1.5 0.5 0.5 1 Time of Concentration(min) 15.0 15.0 15.0 15.0 1 15.0 15.0 Peak Flow Calculations Design Storm 25-Year 25-Year 25-Year 25-Year 25-Year 25-Year Intensity at Tc (Figure 1-2 pg.29)(in/hr) 1.89 1.89 1.89 1.89 1.89 1.89 Peak Runoff Rate at Tc(Q=CIA)(cis) 3.54 1.52 0.06 0.37 0.30 1.05 Runoff Volume 1372 Retention Volume 3568 Note: Site Runoff Fully Retained On-Site Post Development Off-Site Storm Drain Pipe Capacity Calculations Drainage Subarea Site Outfall Beall(S) Beall(N) Pipe Material PVC PVC PVC PVC PVC PVC Pipe Size(in) 15.00 15.00 15.00 15.00 15.00 15.00 Manning's"n"(PVC) 0.013 0.013 0.013 0.013 0.013 0.013 Area(ft2) 1.23 1.23 1.23 1.23 1.23 1.23 Wetted Perimeter(ft) 3.93 3.93 3.93 3.93 3.93 3.93 Hydraulic Radius(ft) 0.31 0.31 0.31 0.31 0.31 0.31 Slope(ft/ft) 0.0033 0.0033 0.0100 0.0130 0.0033 0.0036 Full Flow Capacity(cfs) 3.72 3.72 6.48 7.39 3.72 3.89 Velocity(ft/sec) 1 3.03 3.03 5.28 6.02 3.03 3.17 Contributing Inlet Basin 3 Willson Inlets Willson,Site Beall(S),2 Beall(N) Beall(S),Beall(N), Beall Outfall,Tracy Willson,Site 0.42 0.30 Note: Existing Pipes have capacity at ToC of 25 min Page I A3 Table A4. Off-Site Inlet Capacity Calculations Curb Inlet Peak Flow Calculations Sub Area Willson Ave(E) Beall Street(N) Beall Street(S) Tracy Ave(W) Drainage Area Properties Catchment Area sf 38,776 9 t978 11 805 1-166 Catchment Area ac 0 89 0 22 0 21 0 /9 Runoff Coeff. C) 0.86 0.71 0 72 0.7C Design Storm Information Desi n Storm 25-Year 25-Year 25-Year 25-Year Slope % 1 0 5 Time of Concentration min 13.0 b 0 J 1' C Peak Flow Calculations Intensity at Tc (Fi ure 1-2 pg.29 in/hr 2.08 3.83 3 83 2 31 Peak Runoff Rate at Tc Q=CIA cfs 1.59 0.60 75 1.2!? Note: Areas and TOC are for indiviudal curb inlet catchment areas Curb Inlet Capacity Analysis Location Sag Length(ft) 2.94 Throat Ht in 4 Open Area(sgft) 2.1 Grate Width(ft) 1.48 Grate Length(ft) 2.94 Local Depression in 0 Slope,Sw ft/ft) 0.03 Slope.Sx ft/ft 0.03 Gutter Depression in 0 Width ft 1.5 Slope % 0 Mannin 's N 0.016 Depth Above Bottom of Throat in 3.6 Flowrate CFS 2.5 R-3067-L Combination Inlet Frame, Grate, Curb Box Heavy Duty aEai,- ck"pwoA10016 WEN o CATALOG GRATE FT MU EALR Available Curb Boxes:2"Radius Open,3"Radius Open. NOMRER TY►E OPEN FEET Enviro-Curb Boxes available,see p.129. Page A4 hats Hydrology Wen ©© Pbt P-Curve Pll tlimen5ion5 in fed hat Type= Grate Locatan= Sag Length,L(g)= -0- Threat Ht(n)- -0- Mlet Open Ares(sgh)- 2.10 Grate wdth(n)= 1.48 Grate Length(g)= 2.94 029 Local Depresslon(in)= O.DO Slope,Sw(NII)= 0030 t.5 828 Slope,Sx(frlg)= 0.030 Gutter Depression(in) O.DO Gutter Widh(R)= 1.50 slope= -0- Mb by- A- npute Co by= G vs Depth Calm Max Depth(n)- 6 D hat Gader Bypass A Run Total Caphsed Depth E10cienry Depth Spread Velocity 0 Spread Depth We) (cfs) N (9G) (in) (ft) (Ns) (cts) (h) (in) 2.25 2.25 3.30 1DO 3.30 9.17 nla nla Na nla �M 1 EL --IqE 1 2.75 2.75 3.73 1DO 3.73 10.37 We nla Na n/a 3.00 3.00 3.94 100 3.94 10.95 We nla nla Na 3.25 3.25 4.14 100 4.14 11.51 We nla nla Na 3.5D 3.50 4.34 100 4.34 12.05 We nla nla Na 3.75 3.75 4.53 100 4.53 12.59 We nla nla Na A A 171 inn 477 1111 nlx .1. W. nla Table A5. On-Site Inlet Capacity Calculations On-site Inlet Peak Flow Calculations Sub Area 1A 1B Drainage Area Properties Catchment Area sf 3.65/ 11" Catchment Area ac 0.0£ 0 07 Runoff Coeff.(C 0 67 067 Design Storm Information Design Storm 25-Year 25-Year Slope % i_S 1.5 Time of Concentration min 5.0 5.0 Peak Flow Calculations Intensity at Tc (Figure 1-2 pg.29 in/hr 3.83 3.83 Peak Runoff Rate at Tc O=CIA cfs 0.22 0.18 Note: Each sub-area is served by multiple inlets On-site Inlet Capacity Analysis s- , Location Sag Len th ft - r m• '` 913 9"Square Ductile Iron Grate Black 4 7.89 1OND 9"Square Heavy-Duty Ductile Iron Grate.Open Throat Ht(in) - Use with 9"x 9"Catch Basin Series surface area 21.70 square Open Area S ft 0.15 (sea pap re) inches.66.38 GPM. Grate Width(ft) 0.75 "o`a"oDeangs Grate Length ft 0.75 Local Depression in - Basis of Design is NDS#913-9"sq.Ductile Iron Grate Slope,Sw ft/ft) - Open area=21.7 sq.in.or 0.15 sq.ft. Slope,Sx ft/ft 0.015 Gutter Depression in Width ft 0.75 Sloe % - Mannin 's N Depth Above Bottom of Throat in 1 Flowrate(CIFS) 0.22 Page A6 160 1® IName, ❑� ��®❑�❑�❑� C 8 ��� ® � All a�mana�Pna lnras hwtTra= Drop crate Location= Sag Throat M(h)= -0- Inlet open Area(aafl1= 0.15 Grate VJKKti(fl1= 0.)5 Grate Len gtti(fl)= 0.)5 Loeai DepreaalonC)= -o- D.Da Slope,Sw(Nfl1= -0- Siape,Sx(fl/fl)= 0.015 G.—Deprennbn(n)= -0- Gutler 561 0.)6 561 wlecn(fl)= 0.75 sbPa M -o- n-value= -0- Lpnpute GY= 141gwn 0 cars D(cfs1= om D hlel corer Cher iNn Tall Capture0 Depth ETOdenq DeP. S0rea0 VNOPOy D Spratl Da00r (are) (-re) C) l%1 C) (fl) (fl(a) (dry) (R) (h) 0?2 0?2 1.01 IN 1.01 1197 Na Na Na Na