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HomeMy WebLinkAbout029 Stormwater Management Stormwater Management This proposed subdivision will create four separate lots. The proposed southern lot is the location of the Gallatin County Rest Home with a parking lot. The other three lots to the north are currently undeveloped. The undeveloped north part of the property has no planned construction with this minor subdivision due to a non-financial guarantee. Brief stormwater management calculations and an exhibit for the undeveloped northern property is included in this section. Since the existing drainage area on the norther portion of the property includes lot 1, lot 3 and lot 4, a shared stormwater agreement is currently being prepared, demonstrating that the owners entitled to each lot accept the shared responsibility of stormwater maintenance procedures prior to the development of the property. This will be included prior to final plat approval. The current undeveloped section of the property encompassing lot 1, lot 3 and lot 4 is roughly 5.78 acres. Per the City of Bozeman Design Standards and Specification Policy, the rainfall frequency to calculate runoff for undeveloped land is 2 years. A runoff coefficient of 0.20 is to be used in the calculations for open land. Using these values, the peak runoff for a two-year storm was calculated at 0.53 cfs for the entire northern property. Since no construction is proposed with the subdivision due to a non-financial guarantee, no stormwater detention/retention is proposed with the preliminary plat application. Stormwater management facilities are proposed to be included with future development, which will take place once subsequent applications have been approved. A full stormwater management report for the planned development of the northern property was submitted to the City of Bozeman with the Hidden Creek site plan application submittal. This stormwater report encompasses stormwater management for the entire northern portion of the subdivision, including the future Oak Park Drive extension, lot 1, lot 3, and lot 4. The stormwater report is included in this section. The Gallatin County Rest Home, on lot 2, has its own stormwater management design that was approved and implemented at the time of the original development. A copy of the existing stormwater report for Gallatin County Rest Home has been requested from the city records but nothing was on file. A brief stormwater management report for the respective area in question on the Gallatin County Rest Home property has been included in this section. The stormwater report outlines that northern area near the future property line to mitigate any runoff across future property lines. This was written to show that the northern section of parking lot that currently drains to the undeveloped field (Hidden Creek)will be adjusted to be retained within the Gallatin County Rest Home property. Hidden Creek Subdivision Preliminary Plat Application 29 - Stormwater Existing Stormwater Hidden Creek 4 Existing Flow Conditions(cfs) Peak Flow Summary(cfs) Area Design Rainfall Freq. (Acre) C 2 Yr 25 Yr 10 Yr Basin 1 5.78 0.20 0.53 1.18 0.96 Storm Information Design Rainfall Freq. 2 25 10 OF coefficient a 0.36 0.78 0.64 OF coefficient b 0.00 0.00 0.00 OF coefficient n 0.60 0.64 0.65 Adjustment Factor Cf: 1 1.1 1 Peak Q Values for Roadway Basin 1 Total Area: 5.780 acres Composite C: 0.20 (MPWSS p 27) Average slope: 1.43 percent Travel Distance 720.00 feet Design Rainfall Freq. 2 25 10 C"Cf 0.20 0.22 0.20 Total t,: 40.08 39.19 40.08 minutes intensity at tc 0.46 1.02 0.83 in/hr peak runoff: 0.53 1.18 0.96 cfs Hidden Creek 4 Existing Flow Conditions Page 1 of 1 JUNIPER ST. - \ 0 30' 60' r---- — ---------- SCALE: 1"=30' I I I s I I co- I BASIN A I o- I I SITE AREA = 5.78 ACRES I UNDEVELOPED LAND 2YR STORM EVENT I I COMPOSITE C: = 0.20 P,ce I AVERAGE SLOPE = 1.43% I I EXISTING CONTOURS I I TRAVEL DISTANCE = 720 FT I I PEAK RUNOFF = 0.53 CFS I TEMPORARY RETENTION POND: I 0= C*I*A C=0.20 I I= 0.41 IN/HR (10—YR 2—HR STORM) I A PROPERTY LINE = 5.78—ACRES 0=0.47 CFS I STORAGE REQUIRED:0.47 X 60 SEC/MINX 60 MIN/HR X 2 HR PROPERTY LINE = 3,395 CFT DESIGN STORAGE: BOTTOM OF POND 4770.50 AREA — 1,201 FT"2 TOP OF POND 4772.00 AREA — 3,579 FT"2 VOLUME OF POND = 3,585 CFT I I 4777 I I I I I I I I I I � I I I I I I I I I I I I I I I I I I I I I I I I I I I II I P^ I I I I I II I I I I I I I I I I I I I I I I I I I ago I I I I I I I I II I 41s+ I I I I I I I I I I I I I I I I I I 4782 I I I L —————— -- 4]83— — — O I GALLATIN COUNTY REST HOME I I I I I HIDDEN CREEK DEVELOPMENT STORM EXHIBIT ---- p HORIZ. SCALE: 1" — 30' -0 m D rn UNITED HOUSING PARTNERS, LLC PREPARED BY NO. REVISION BY DATE co) m x i z o HIDDEN CREEK DEVELOPMENT /` �• O = ^YY WC E N G I NEE R I NG rn895 TECHNOLOGY BLVD.,SUITE 203 o EXISTING STORM WATER EXHIBIT BOZEMAN,MT59718 n (4v0c6)586-0262 y A BOZEMAN, MONTANA engineering.com a 2 w� PROJECT NO.2024201 STORMWATER MAINTENANCE PLAN Hidden Creek—Lot 1, 3 and 4 (Undeveloped) Owner's responsibility for routine inspection and maintenance 1. Keep the detention facilities free of leaves,rocks, and other debris. 2. The storm water basins are to be mowed regularly. During the summer, approximately once every two weeks, the grass is to be mowed, and the cuttings are to be promptly removed and disposed of. Unless visibly tainted, dispose of lawn clippings in the same manner as yard waste. Otherwise,bag and take to a sanitary la sill. 3. Remove sediment by hand with a flat bottom shovel summer months whenever sediment covers vegetation. Have the grass cut sl(6i t t particular location so that the bed can be made as level as possible. ♦ �J 4. Re-sod damaged or maintained` ediately or use grass plugs from the adjacent up-slope area. � �� 5. Inspect the faciliti e�ttically, especially after heavy rains (preferably monthly and T after each storm that delivers 0.5 inches of rainfall). 6. See that litter and other debris are removed from inlets, swales, and vegetated and paved areas. 7. Owner to maintain and fund Operation and Maintenance of stormwater facilities. Owner K:\Bozeman\United Housing Partners LLC\2024201 Hidden Creek 4\11Regulatory\Applications\Subdivision\Preliminary Plat Resubmittal#2\029 Storm Management 29 - Stormwater Hidden Creek Stormwater Report STORMWATER MANAGEMENT DESIGN REPORT FOR: HIDDEN CREEK RESIDENTIAL DEVELOPMENT BOZEMAN, MT Prepared By: NOW A PART OF MADISON � /�• ENGINEERING ��'�11,TWC ENGINEERING WWC Engineering/Madison 895 Technology Drive, Suite 203 Bozeman, MT 59718 (406) 586-0262 March 2025 Revised June 2025 STORMWATER MANAGEMENT DESIGN REPORT FOR: HIDDEN CREEK RESIDENTIAL DEVELOPMENT BOZEMAN, MT * EfaK`w. n s . No. ! 1 i'cevs�� I .ti WWC Engineering/Madison 895 Technology Blvd Ste 203 Bozeman, MT 59718 (406) 586-0262 March 2025 Revised June 2025 HIDDEN CREEK RESIDENTIAL DEVELOPMENT LOT 1, TRACT B, C.O.S. 2439, S01, T02 S, R05 E STORMWATER DESIGN REPORT A. Introduction This design report gives an overview of the stormwater management system for the proposed Hidden Creek Residential Development located on a lot southwest of the intersection between Oak Park Drive and Juniper Street in Bozeman, Montana. The proposed development will be constructed on R-4 (Residential High Density District) zoned property and consist of five residential apartment buildings. Additional construction will include the extension of Oak Park Drive, supportive site infrastructure, a water main extension, landscaping and the installation of a public pedestrian path along the eastern boundary line of the southern adjacent property. As the property is currently undeveloped, there are no current stormwater management systems being utilized to control the stormwater run-off of the property. B. Native Soils and Groundwater Data Groundwater monitoring wells were installed across the site and monitoring occurred during the peak groundwater period from May 2024 to July 2024. No groundwater was observed during this time. A geotechnical report, conducted by IMEG in August 2024 found consistent soil conditions across the property. Test pits revealed layers of native topsoil, silt/clay, and sandy gravel at varying depths. C. Proposed Stormwater System The proposed stormwater management system to serve this development will consist of overland sheet flow, curb inlets, area drains, manholes, curb and gutter, piping, curb chases, underground detention/infiltration systems, and overflow management structures. The system will consist of three basins. The northern and southern halves of the property will be conveyed to separate underground ADS detention/infiltration chambers and the stormwater accumulated by the Oak Park Drive extension will be conveyed towards an underground RainVault detention/infiltration structure. Area drains will be installed in landscape areas and along the western and southern boundary lines of the property. The area drains will collect stormwater from the landscape areas and infiltrate to gravels, facilitating adequate drainage of the green spaces. The proposed drainage and grading plan are included in Appendix A of this report. Basin A encompasses the northern half of the site. Stormwater will be conveyed via sheet flow, curb/sidewalk chases, valley gutter, and curb and gutter towards two storm drain manhole inlets centrally located on the west side of Basin A. The stormwater collected by the manholes will be piped through Pipes 4 and 5 towards an underground ADS detention/infiltration system. An overflow pipe (Pipe 8) will be installed at curb level just west of the storm drain manholes and Page 1 of 3 north of the trash enclosure to allow for adequate drainage of the site in the event of an excessive stormwater event. Basin B consists of the southern half of the site. Stormwater will be conveyed via sheet flow, sidewalk chases, curb chases, and curb and gutter towards two curb inlets located on the northwest side of the basin. These curb inlets will collect and channel the stormwater runoff through Pipe 1, 2 & 3 toward the second underground ADS detention/infiltration system. In the event of an excessive stormwater event, curb inlet 2 will overtop, flowing water to the westerly swale and allowing for adequate drainage of the site. Basin C consists of the Oak Park Drive extension. Accumulated stormwater will be conveyed north via sheet flow and curb and gutter towards a curb inlet at the southwest corner of the intersection between Juniper Street and Oak Park Drive. The curb inlet will collect the stormwater and channel the run-off through Pipes 6 and 7 towards an underground RainVault detention/infiltration system located in the boulevard along the south side of Juniper Street. Basins E, G, and D are landscaped areas designed to direct stormwater runoff toward proposed area drains connected to underground gravel detention/infiltration systems. These systems will be excavated down to native gravel layers and backfilled with clean, washed rock to promote adequate infiltration and long-term drainage performance. Basin F, corresponding to runoff Area 7, encompasses a small landscaped section along Juniper Street, including boulevard and green space. This area has been evaluated using pre-existing site conditions to model various pre-development storm scenarios. The analysis confirms that post- development runoff to Juniper Street will be less than that of the pre-development condition, demonstrating effective stormwater mitigation through the proposed design. The following references were used in the preparation of this report: a. COB Design Standards and Specifications Policy, 2004. Addendum#7 b. COB Modifications to Montana Public Works Standard Specifications (MPWSS) D. Conveyance Capacity The proposed private stormwater collection system was designed to convey a 25-year storm event per the City of Bozeman standards. The conveyance structures include piping that directs the stormwater run-off to the on-site detention/infiltration basins. Storm sewer piping, storm manholes, and curb inlets are proposed to collect and convey the stormwater run-off from the basins to the ADS chambers and RainVault detention/infiltration systems. Stormwater run-off and piping calculations are included in Appendix C &F of this report. E. Stormwater Detention Basin Calculations The detention storage volume required for each system was determined based on the 25-year 2- hour design rainfall frequency in accordance with the COB design standards. The rational Page 2 of 3 method was used to determine post-development stormwater flows. A runoff coefficient C of 0.90 was used for impervious areas and a C value of 0.20 was used for landscaped areas. The calculations for required detention storage is included in Appendix D of this report. Specifications and design information for the ADS chambers and RainVault stormwater storage facilities are included in Appendix H and I of this report, respectively. The proposed stormwater management system effectively reduces post-development off-site runoff, resulting in discharge rates that are lower than pre-development conditions, in compliance with applicable standards. All impervious surface runoff is conveyed to the detention/infiltration systems and then infiltrates into the ground. F. Stormwater Facility Maintenance The proposed stormwater drainage facilities will be privately operated and maintained by the property owner of the on-site development. Included in Appendix G is a proposed maintenance program for the stormwater collection and infiltration system. Appendices A. Grading & Drainage Design B. Catch/Spill Curb Exhibit C. Runoff Calculations &Exhibits D. Basin Calculations E. Piping Schedule F. Stormwater Curb/Gutter& Piping Calculations G. Stormwater Maintenance Plan H. ADS Design Specifications I. RainVault Design Specifications Page 3 of 3 APPENDICES Appendix A - Grading & Drainage Plan I EXT'G 24" � 3 CONCRETE I EXT'G 8"DI SEWER MAIN I WATER MAIN N I I^'-- --W w- 66 R O.W. JUNIPER STREET EXTG TBC CURB DESIGN TO BE MODIFIED o 1s• 30• �TO CITY OF BOZEMAN STANDARDS.TO BE4772.02SCALE:1"=30' EXTG TBCEXTG EXT'G CURB SUBMITTED WITH INFRASTRUCTURE _ A.j10 4770.27 4770.57 EXT'G TBC I T EXT'G TBC &GUTTER IMPROVEMENTS. V 1 4770.76 IN 1 4771.17 4»a I t J a - EXT'G TBC I 4"7"+- 10 4771.58 0 a1- - - - CONCRETE- - - _ 4"-7"m p11ti_-EXTGTBC e h III GRADING. PAVING & DRAINAGE: 13.5'FRONT YARD 15 4772.26-ro- <>� - SETBACK STEPS p11 CON87EP3 PROPOSED p�M i " - 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MANAGING CONSTRUCTION ACTIVITIES TO ---- - - --- - -- - ENSURE THAT PUBLIC AND PRIVATE STREETS AND PARKING LOTS ARE KEPT CLEAN OF ----- o PROPERTY LINE MUD, DUST OR DEBRIS. DUST ABATEMENT SHALL BE MAINTAINED BY ADEQUATE WATERING EXISTING GROUND ELEV:4770.93 1�ro ,. EXT'G UNDERGROUND STORM. I II OF THE SITE BY THE CONTRACTOR TO SUBSTANTIALLY LIMIT DUST FROM THE o- RETAINING WALL. CONTOUR SEE C1.4 DRAINAGE PLAN I III CONSTRUCTION SITE. UNDER NO CIRCUMSTANCE SHALL THE CONTRACTOR ALLOW 3-5'MAX HEIGHT III II CONSTRUCTION DEBRIS, MUD OR GRAVELS TO BE LEFT ON THE STREETS OVER NIGHT. o 13.5'FRONT 2. SITE CONTRACTOR SHALL SUBMIT AN APPLICATION AND PROCURE A STORM WATER 8"AREA I n - YARD SETBACK DISCHARGE PERMIT PRIOR TO DISTURBANCE OF SITE. DRAIN. I BUILDING 2 BUILDING 3 REFER TO C1.4 I FF=4776.5 SIDEWALK pA1p SIDEWALK V III ,IY/ 3. ALL GRADING, ROCKING AND PAVING SHALL CONFORM TO MONTANA PUBLIC WORKS DRAINAGE S=4.5% S=4.5% FF=4776.9 { II /, I STANDARD SPECIFICATIONS, MOST CURRENT ADOPTED EDITION. PLAN a I _ MAX MAX j -. I I / TBC 4ns.36 4. CLEAR AND GRUB WITHIN WORK LIMITS SHOWN ON THE DRAWINGS INCLUDING ALL I - TBC4775.96 TBC47761a I TBCa77sss { it �' I SURFACE VEGETATION, TREES, STUMPS, BRUSH, ROOTS, ETC. STRIP WORK LIMITS, DRAINAGE SWALE TBC 4775.93 TBC a77s.os =-- TBC 4ns.a4 { II EXISTING GROUND SEECIADRAINAGE ( 4 REMOVING ALL ORGANIC MATTER WHICH CANNOT BE COMPACTED INTO A STABLE MASS. ELEV:4772.00 TBC 4775.85 TBC ansn7 { II II ALL BRUSH AND DEBRIS ASSOCIATED WITH CLEARING, STRIPPING OR GRADING SHALL BE PLAN TBC 4]76 31 TBca77171 - �A>s�TBC4776.37�� REMOVED AND DISPOSED OF OFF-SITE. I e 1 1 ° 1 r-I it 5. FOLLOWING STRIPPING OPERATIONS, SUBGRADE SHALL BE COMPACTED TO 95%OF THE MAX SLOPE IN ADA STALLS I MAXIMUM DRY DENSITY AT+/- 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE CONTENT RETAINING WALL. I MAX SLOPE IN ADA STALLS r o> ? 2%IN ALL DIRECTIONS I > PER ASTM D-698 TEST METHOD (STANDARD PROCTOR). 3-5'MAX HEIGHT 2%IN ALL DIRECTIONS -6 >SS I 30'P.U.E�•' 6. SUBGRADE SHALL BE PROOF ROLLED AND SOFT AREAS SHALL BE OVER-EXCAVATED 4 AND REPLACED WITH STRUCTURAL FILL. SUBGRADE MUST BE INSPECTED AND APPROVED BY THE OWNER'S REPRESENTATIVE PRIOR TO PLACING EMBANKMENTS, ENGINEERED FILLS SS4.SIDEWALK SIDEWALK CROSS SLOPE { i 33'R.O.W. OR FINE GRADING FOR BASE ROCK. EXT'G 18° S>5.0%HAND RAIL 2%MAX SLOPE AWAY SIDEWALK 5=4.5%MAX )( { i I CONCRETE REQUIRED FROM BUILDING. TYP. 7. ALL FILLS SHALL BE ENGINEERED EXCEPT FOR FILLS LESS THAN 18-INCHES IN DEPTH SEWER MAIN S>s.0%HANDRAIL I ^ WHICH ARE LOCATED OUTSIDE THE PUBLIC RIGHT-OF-WAY, BUILDING PADS, PARKING LOTS - I TRASH ENCLOSURE&SLAB. Q>>6 REQUIRED i OR OTHER AREAS TO BE IMPROVED. ENGINEERED FILLS SHALL BE CONSTRUCTED IN LIFTS SLOPE TOWARDS TBC 4775.65 III Tec 4775.78 / NO GREATER THAN 8-INCHES OVER APPROVED SUBGRADE. EACH LIFT SHALL BE .DOOR AT 1%MIN. yr EXT'G 30'P.U.E. TBC 4775.53 Tk 4775.72 ---- COMPACTED TO 95%OF THE MAXIMUM DRY DENSITY AT+/- 2 PERCENTAGE POINTS OF -_ ---- 'TBC 4774.951 TBC 4775.95 -- o TBC 4774.88 -- TBC 4775.48 III OPTIMUM MOISTURE CONTENT PER ASTM D-698 TEST METHOD (STANDARD PROCTOR). TBC 4774.95 - - TBc 4775.00 TBC ans.t7 TBC 4775.31 -/-I ♦' Igo 8. SUB BASE AND CRUSHED BASE ROCK SHALL CONFORM TO THE REQUIREMENTS OF TBC a77a.78745 ----ss _ _ - �L� f I SECTION 02234 (SUB BASE COURSE) AND SECTION 02235 (CRUSHED BASE COURSE) TBC 47..75 TBC a - a _ _ MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS (MPWSS). COMPACT TO 95%OF THE 18"SIDEWALK - - naso Tec ansso TBC 477s.67- s a MAXIMUM DRY DENSITY AT+/- 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE CONTENT •\ ' Tec4ns.o7 6' ieCa775.54 iecans.a�7 PER ASTM D-698 TEST METHOD STANDARD PROCTOR 1 �jv CHASE. TBC 4774.81 --p'�-- TBC 477s.81� TBC 4]]5.81 ( ) EXISTING GROUND 's ENSURE POSITIVE TBC 4774.85 TBC 47]5A5 Tec 4774s1 CONCRETE TBC 4775.37 - TBC 47]5.84 ELEV:4773.51 DRAINAGE TBC 4774.92 �_ \• 9. A.C. PAVEMENT SHALL CONFORM TO SECTION 02510 (ASPHALT CONCRETE PAVEMENT) I TBC 4774.97_ VALLEY GUTTER/ CONCRETE I MPWSS FOR TYPE B MIX. A.C. PAVEMENT SHALL BE COMPACTED TO A MINIMUM OF 92% TBCa775.oa 1 1 1 TBC4775.48 iecanssa VALLEY GUTTER OF THE THEORETICAL MAXIMUM RICE SPECIFIC GRAVITY. TBC6775.Oz TBC4775.23 S=8.0°/a MAX 55- II 18'REAR YARD ^11 I Tec 477599 HANDRAIL REQUIRED 110. PIPE BEDDING AND BACKFILL, ALL PIPES SHALL BE BEDDED WITH A MINIMUM OF SETBACK TBC4775.06 - TBC4775.94 4-INCHES OF TYPE 1 PIPE BEDDING AND BACKFILLED WITH THE SAME MATERIAL A TBC 4775.25 TBC 4775.19 TBC 477600 MINIMUM OF 6-INCHES OVER THE TOP OF THE PIPE PER CITY OF BOZEMAN STANDARD Tar e»5.67 TBC 47751] \IIA TBC ai75.14 TBC 4775.20 ans.o - DETAIL 02221-1. PIPE BEDDING AND TRENCH BACKFILL SHALL BE PLACED IN THIN LAYERS UNDERGROUND STORM. iac ans.19 qn8, 4]76.5 " ^ NOT EXCEEDING 6° N LOOSE THICKNESS, CONDITIONED TO THE PROPER MOISTURE SEE CIA DRAINAGE PLAN 0. I - SIDEWALK i I CONTENT AND COMPACTED TO AT LEAST 95%RELATIVE COMPACTION. SIDEWALK - �„ SIDEWALK S=4.5%MAX it 5=4.5%MAX III I I I / S=4.5%MAX a I I I 11. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, STRAIGHT GRADES SHALL BE RUN CONCRETE SIDEWALK CROSS SLOPE MAX SLOPE IN ADA STALLS I S>5.0%HANDRAIL �'/ I INSTALL NATURAL BETWEEN ALL FINISH GRADE ELEVATIONS AND/OR FINISH CONTOUR LINES SHOWN. VALLEY GUTTER 2%MAX SLOPE AWAY 2%IN ALL DIRECTIONS / REQUIRED M I SWALE TO ENSURE 4j7 - FROM BUILDING.(TYP.) ss _ - - 12. ALL EXISTING OR CONSTRUCTED MANHOLES, CLEANOUTS, MONUMENTS, GAS VALVES, MAX SLOPE IN ADA TALL m S O STALLS POSITIVE DRAINAGE p 2/IN ALL DIRECTIONS BUILDING 4 WATER VALVES AND SIMILAR STRUCTURES SHALL BE ADJUSTED TO MATCH FINISH GRADE I I i I ° ° t OF THE PAVEMENT, SIDEWALK, OR LANDSCAPED AREA WHEREIN THEY LIE. TBC 4776.39 [W4"-7" CONCRETE FUTURE{ III �^ I 13. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, NO CUT OR FILL SLOPES SHALL BE TBC 4776.46 r FF=4776.4 STEPS PROPERTY LINE{ I� I CONSTRUCTED STEEPER THAN 2H:1V. MAXIMUM SLOPE IN DETENTION BASIN TO BE 4H:1V. 4776,OTBC4776.40' - I 4777.0 -- -- -- - --.F 14. ALL PLANTER AREAS SHALL BE BACKFILLED WITH APPROVED TOP SOIL MINIMUM 6" TBC 4776. TBC 4716.58 TBC 4776.31 4778.0 THICK. STRIPPING MATERIALS SHALL NOT BE USED FOR PLANTER BACKFILL. I ---- _____ /• I W 8"AREA Tec 4776,39 8"AREA DRAIN. o e I 15. CONTRACTOR TO MAKE SEAMLESS TRANSITION AT POINTS WHERE EXISTING CURB AND DRAIN. a REFER TO C1.4 DRAINAGE PLAN T I p { I GUTTER, PAVEMENT, AND SIDEWALK MATCH UP TO PROPOSED CURB AND GUTTER, REFER TO C1.4 l i. PAVEMENT, AND SIDEWALK. DRAINAGE RET HEIGAINI H NG WALL. BUILDING 1 \ I 9>> COUNTY LOT o 1- MAX T FF=4779.0 PLAN 4776.5 2' Bs I \ FUTURE PAD SITE { Y 16. BUILDING DRAIN LOCATIONS TO BE COORDINATED WITH ARCHITECT ON SPECIFIED LOCATION AND SIZE. SEE ARCHITECTURAL SHEETS FOR DETAILED INFORMATION. ,Ce V LANDING { III Q SIDEWALK', I ° o- MAX SLOPE=2% { i d CURBS & SIDEWALKS CHASE TBC an7.1e ¢ 11 TBC a777.2a p� - { I Q 1. UNLESS OTHERWISE SHOWN OR INDICATED ON THE DRAWINGS, 6-INCHES NOMINAL CURB 10'WIDE CONCRETE TRAIL. EXPOSURE USED FOR DESIGN OF ALL PARKING LOT GRADES. EXT'G 15' 4.D10- - - - -- .SLOPE 2%MAX. -- -__ TRAIL _ 7. y 2. CONTRACTOR SHALL CONSTRUCT HANDICAP ACCESS RAMPS IN ACCORDANCE WITH CITY EA ENT TBC an7.aT S=4.5%MAX EASEMENT N ws 6 gO wTBC 4779.08 I�•. a"go- OF BOZEMAN CURRENT ADA REQUIREMENTS. I iec ana.00 SIDEWALK Tec a _ SIDEWALK IF -- IIIIIII ? - 4 7> TBC4N' r 3. SIDEWALKS SHALL BE A MINIMUM OF 4-INCHES THICK OVER COMPACTED SUBGRADE EXISTING GROUND F,8 S=4.5%MAX TBC AND BASE ROCK. ALL SIDEWALKS SHALL BE CONSTRUCTED USING 4,000 PSI CONCRETE. ELEV.4776.08 - j5 a.0 77928 TRASH ENCLOSURE&SLAB. all -TBC 4778.03 ,( OAK PARK DRIVE ROADWAY SLOPE TOWARDS I 4778.10 DOOR AT 1%MIN. TBc 477.07 TBC DESIGN BE SUBMITTED I o+'I TBC ane.o7 I { e WITH INFRASTRUCTURE UNDERGROUND STORM. I �ansp I SEE C1.4 DRAINAGE PLAN { III r IMPROVEMENTS SUBMITTAL. TBC 4778.46 -TBC 4778. TBC 4779.09 _ TBC 4779.04 TBC 4779.31 { I TBC 4778.08 R� l TBC 4]78.36 TBC 4779.38 TBC 4779.76 { LEIa`E1Wpy D 85 Qp I VTBC 4778,42 c 41779.41115 TBC 4779.50 { IIII I b I PROPERTY BOUNDARY { UTILITY EASEMENT TBC 6778.89 III o TBC 4778.97 { i I - ACCESS AND DRAINAGE EASEMENT I ° a119.0 a'fl8 ` i I CURB&GUTTER I u I TBC 4779.40 PWR UNDERGROUND POWER LINE TBC 4779.49 4778 TBC 4780.03 { I ----UG-FIB UG-FIB UNDERGROUND FIBER OPTIC TBC 4779.33 TBC 4779.97 { \\VII { I I ° v TBC an9.as 13.5'FRONTYARD i I GAS---- UNDERGROUND GAS LINE 5 SETBACK V w w MUNICIPAL WATER LINE 18"CURB CHASE. 4 1 j9 i I S S SANITARY SEWER LINE ENSURE TBC 4779.57 TBC 4779.91 TBC 4780.45 i POSITIVE DRAINAGE TBC 4779.50 iec 4780.3 SD STORM SEWER LINE s � o-^m° m Tec 79s3 HRDC HOMES LOT VVVI PROPERTY LINE FOUND YPC UNLESS NOTED { I I I DRAINAGE SWALE q'160.0 FUTURE PAD SITE +I-� I + o CURB CHASE SEE C1.4 DRAINAGE PLAN/ - J UNDERGROUND FIBER OPTIC BOX iBC 4780.3 TBC 4780.43 TBC 4780.s1 TBC 4780.97 C ! III O EXISTING GROUND�I n I i I EXT'G :,�0 STREET LIGHT ELEV:4778.62 5 4j8o EXT'G i I PROPERTY LINE ELECTRICAL TRANSFORMER "'.5' 0. CONTOUR i F TBC a7eo.a7 TBC a7ao.76 R II ELECTRIC METER TBC 4780.as TBC a7at33 TBC 4781.39 { II o I ® BROADBAND PEDISTAL TBC 4780.52 I { ^W WV TBC a7aosa I I an I N WATER VALVE I -TBC 4780.76- FUTUREg { i l l i p CURB STOP I TRASH ENCLOSURE&SLAB. SEWER MANHOLE I SLOPE TOWARDS DOOR AT 1 p%MIN./ PROPERTY LINE R TBC 4781.37 6 FIRE HYDRANT -- -J TBC 4781.2 rT�CT47.2 4782.13 gTBC4781.77 TBC 47811.13 SIDEWALK^ .18 { TBC 478125 q18� III j I S=4.5%MAX I I C 4781.58 TBC 4781.92 TBC 4781.98 TBC 4782.37 f MAX SLOPE IN ADA STALLS 4782.5 { 1 m 2%IN ALL DIRECTIONS wa F, I°o SIDEWALK CROSS SLOPE- 4"-7"t ,,,yyy v o q^_7^± I I 8"AREA 2%MAX SLOPE AWAY CONCRETE 1 a DRAIN. CONCRETE FROM BUILDING.(TYP.) STEPS STEPS !). REFER TO C1.4 5'LANDING SS b I DRAINAGE 18,REAR YARD MAX SLOPE=2%- { PLAN SETBACK BUILDING 5 I z FF=4782.8 _ >; I III it } }1 III EXISTING GROUND I I C F wQ' I 1 af C 4780.42 li< 4782 1 R III LU 0 �\ti� III -- -- ------L-------------4782.5--- 4782 [18'1 EAR YARD----7777 - - E� 4782.5I I '1.0j -III � CK� 4783.0 _ a7e3s - -- - I----- J W AREA DRAIN. /4784� REFER TO C1.4 DRAINAGE PLAN EOA - PROPERTY LINE EOA EOA EOA \ I / VARIES 4783.18 -30(TYP.) MIN). . EXPG 24" (3.0 8"AREA DRAIN. CONCRETE REFER TO C1.4 DRAINAGE PLAN I SEWER MAIN If39.25'P.U.E. 1I I I ro II I DETAIL IIf /CS2 TYPICAL SWALE CROSS SECTION N.T.S. HIDDEN CREEK DEVELOPMENT SITE PLAN HORIZ. SCALE: 1" = 30' M N UNITED HOUSING PARTNERS, LLC PREPARED BY NO. REVISION BY DATE m t1 at 0m z z G < o HIDDEN CREEK DEVELOPMENT - GRADING PLAN �^^WWC E NG I NEE R I NG j m y < 1 RI A 895 TECHNOLOGY BLVD.,SUITE 203 w y �rn GRADING PLAN BOZEMAN,MT 59718 aro m F (4v0c6)586-0262 Y x7 www. engineering.com = BOZEMAN, MONTANA PROJECT NO.2024201 N EXTG _� CONTOUR I 6� EXTG CURB__ - �1 I SCALE:1"=30' JUNIPER STREET Tl i &GUTTER ---°v- two- w-- ' = II -CURB INLET#3 - TBC=4773.91 INV.OUT=4771.41 a'ON GRADING. PAVING & DRAINAGE: o INSTALL CLEAN WASHED ROCK. 115 Tp1115 UNDERGROUND RAINVAULT SYSTEM. °^^ SD PIPE 7- 18"SUM SO 0// 1. THE CONTRACTOR SHALL RI RESPONSIBLE FOR MANAGING CONSTRUCTION ACTIVITIES TO \ IEXCAVATE TO NATIVE GRAVEL.NSTALL CIL RAVELIHEDRATION------ EXCAVATE RAN VAULT BASIN C..SYSTEM. - 12 PVC_ _ I ENSURE THAT PUBLIC AND PRIVATE STREETS AND PARKING LOTS ARE KEPT CLEAN OF 5 a TO ATIVE RAVELS SD PIPE 6 I MUD, DUST OR DEBRIS. DUST ABATEMENT SHALL BE MAINTAINED BY ADEQUATE WATERING �� -- - 1 OF THE SITE BY THE CONTRACTOR TO SUBSTANTIALLY LIMIT DUST FROM THE L-s,s-1.o/-- CONSTRUCTION SITE. UNDER NO CIRCUMSTANCE SHALL THE CONTRACTOR ALLOW EXISTING GROUND I FOR EMERGENCY OVERFLOW. TO ENSURE PROPER DRAINAGE a A p �\ CONSTRUCTION DEBRIS, MUD OR GRAVELS TO BE LEFT ON THE STREETS OVER NIGHT. ELEV:477 ��'b 8" o- CONTOURS I SDMH#4 2. SITE CONTRACTOR SHALL SUBMIT AN APPLICATION AND PROCURE A STORM WATER PVC AREA DRAIN / RIM-4773.25 DISCHARGE PERMIT PRIOR TO DISTURBANCE OF SITE. RIM ELEV.=4771.30 l I I 12"INV.IN N=4771.38 I I 12"INV.OUT W=4771.28 3. ALL GRADING, ROCKING AND PAVING SHALL CONFORM TO MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS, MOST CURRENT ADOPTED EDITION. I BUILDING 2 I BUILDING 3 I l I FF=4776.5 ,o-To- - FF=4776.9 - ` ill 4. CLEAR AND GRUB WITHIN WORK LIMITS SHOWN ON THE DRAWINGS INCLUDING ALL I II I SURFACE VEGETATION, TREES, STUMPS, BRUSH, ROOTS, ETC. STRIP WORK LIMITS, I REMOVING ALL ORGANIC MATTER WHICH CANNOT BE COMPACTED INTO A STABLE MASS. I ALL BRUSH AND DEBRIS ASSOCIATED WITH CLEARING, STRIPPING OR GRADING SHALL BE EXISTING GROUND REMOVED AND DISPOSED OF OFF-SITE. - 41 ELEV:4772.00 l I f I o-1 5. FOLLOWING STRIPPING OPERATIONS, SUBGRADE SHALL BE COMPACTED TO 95%OF THE I MAXIMUM DRY DENSITY AT+/- 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE CONTENT PER ASTM D-698 TEST METHOD (STANDARD PROCTOR). I ill I 6. SUBGRADE SHALL BE PROOF ROLLED AND SOFT AREAS SHALL BE OVER-EXCAVATED o I AND REPLACED WITH STRUCTURAL FILL. SUBGRADE MUST BE INSPECTED AND APPROVED BY THE OWNER'S REPRESENTATIVE PRIOR TO PLACING EMBANKMENTS, ENGINEERED FILLS '\ OR FINE GRADING FOR BASE ROCK. l 7. ALL FILLS SHALL BE ENGINEERED EXCEPT FOR FILLS LESS THAN 18-INCHES IN DEPTH WHICH ARE LOCATED OUTSIDE THE PUBLIC RIGHT-OF-WAY, BUILDING PADS, PARKING LOTS 8"PVC I o I l OR OTHER AREAS TO BE IMPROVED. ENGINEERED FILLS SHALL BE CONSTRUCTED IN LIFTS AREA DRAIN. I - EI Il NO GREATER THAN 8-INCHES OVER APPROVED SUBGRADE. EACH LIFT SHALL BE RIM ELEV.=4772.75 18"SIDEWALK CHASE. _ I l COMPACTED TO 95%OF THE MAXIMUM DRY DENSITY AT+/- 2 PERCENTAGE POINTS OF ENSURE POSITIVE DRAINAGE a�js0 ) l l m OPTIMUM MOISTURE CONTENT PER ASTM D-698 TEST METHOD (STANDARD PROCTOR). 8. SUB BASE AND CRUSHED BASE ROCK SHALL CONFORM TO THE REQUIREMENTS OF SD PIPE4 -- - -- _ CONCRETE VALLEY II SECTION 02234 SUB BASE COURSE AND SECTION 02235 CRUSHED BASE COURSE _ SD 4"PVC SS"PVC ----- --- - - GUTTER II ` l MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS (MPWSS). COMPACT TO 95%OF THE L=19', l 4774.5 CONCRETE VALLEY -*l �. MAXIMUM DRY DENSITY AT+/- 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE CONTENT SLOPE TOWARD S� I -' -ss GUTTER "I" i� PER ASTM D-698 TEST METHOD (STANDARD PROCTOR). DRAINAGE CHANNEL- - -- - _ 6 == SDMH#3 - --- 9. A.C. PAVEMENT SHALL CONFORM TO SECTION 02510 (ASPHALT CONCRETE PAVEMENT) i a BRIM=4774.2 -_N,�e-- I MPWSS FOR TYPE B MIX. A.C. PAVEMENT SHALL BE COMPACTED TO A MINIMUM OF 92% EXISTING GROUND15"INV.IN W=4770.53 _ --� -- II I_ 1 T'1 OF THE THEORETICAL MAXIMUM RICE SPECIFIC GRAVITY. ELEV:4773.51 I A!L \II 10. PIPE BEDDING AND BACKFILL. ALL PIPES SHALL BE BEDDED WITH A MINIMUM OF 4 4-INCHES OF TYPE 1 PIPE BEDDING AND BACKFILLED WITH THE SAME MATERIAL A SDMH#2 a775o 41155 il\ MINIMUM OF 6-INCHES OVER THE TOP OF THE PIPE PER CITY OF BOZEMAN STANDARD RIM=4774.2 .g ill DETAIL 02221-1. PIPE BEDDING AND TRENCH BACKFILL SHALL BE PLACED IN THIN LAYERS 15"INV.IN E=4770.49 SO PIPE 5 \ NOT EXCEEDING 6" IN LOOSE THICKNESS, CONDITIONED TO THE PROPER MOISTURE 15"INV.OUT S=4 .3 15"PVC CONTENT AND COMPACTED TO AT LEAST 95%RELATIVE COMPACTION.7709 �_ I 4ry I CONCRETE VALLEY 4778'S I 11. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, STRAIGHT GRADES SHALL BE RUN 3 ` .P 60 I " PVC GUTTER � - I i I i�^� BETWEEN ALL FINISH GRADE ELEVATIONS AND/OR FINISH CONTOUR LINES SHOWN. AREA DRAIN. - RIM ELEV.=4774.05 47766 I INSTALL NATURAL SWALE 'l I 12. ALL EXISTING OR CONSTRUCTED MANHOLES, CLEANOUTS, MONUMENTS, GAS VALVES, TO ENSURE POSITIVE i I WATER VALVES AND SIMILAR STRUCTURES SHALL BE ADJUSTED TO MATCH FINISH GRADE DRAINAIGEE I OF THE PAVEMENT, SIDEWALK, OR LANDSCAPED AREA WHEREIN THEY LIE. BASIN A. BUILDING 4 II 113. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, NO CUT OR FILL SLOPES SHALL BE I UNDERGROUND ADS SYSTEM. FF=4776.4 i CONSTRUCTED STEEPER THAN 2H:1V. MAXIMUM SLOPE IN DETENTION BASIN TO BE 4H:1V. EXCAVATE TO NATIVE GRAVELS FUTURE TO ENSURE PROPER DRAINAGE h PROPERTY E I 14. ALL PLANTER AREAS SHALL BE BACKFILLED WITH APPROVED TOP SOIL MINIMUM 6" ? PERT LINE I l THICK. STRIPPING MATERIALS SHALL NOT BE USED FOR PLANTER BACKFILL. 4776.0 -- -- - 5 4777.0 _ _-.F w 15. CONTRACTOR TO MAKE SEAMLESS TRANSITION AT POINTS WHERE EXISTING CURB AND 4778.0 GUTTER, PAVEMENT, AND SIDEWALK MATCH UP TO PROPOSED CURB AND GUTTER, ( DRAINAGE SWALE.ENSURE P E LLI I PAVEMENT, AND SIDEWALK. POSITIVE 8"PVC AREA DRAIN. .S a115 I 16. BUILDING DRAIN LOCATIONS TO BE COORDINATED WITH ARCHITECT ON SPECIFIED DRAINAGE TO GRAVEL INFILTRATION RIM ELEV.=4776.01 I II LOCATION AND SIZE. SEE ARCHITECTURAL SHEETS FOR DETAILED INFORMATION. TO THE NORTH. EXCAVATE DOWN TO �B COUNTY LOT 4nss NATI VE GRAVELS 'sue FUTURE PAD SITE u Y 17. UNDERGROUND SYSTEMS ARE TO BE EXCAVATED TO NATIVE GRAVELS AND BACKFILLED 8"PVC INSTALL TIV 6'WASHED �_01 WITH PERVIOUS MATERIAL. ALL AREA DRAINS ARE TO BE BACK FILLED WITH WASHED ROCK AREA DRAIN. ` T° ROCK AROUND PVC. ` ill a Q AROUND PIPE TO ENSURE ADEQUATE PERCOLATION. RIM ELEV.=4775.35 I p118 I i t Y CURBS & SIDEWALKS SD121PPEV2C,� also --- -- III Q I 1. UNLESS OTHERWISE SHOWN OR INDICATED ON THE DRAWINGS, 6-INCHES NOMINAL CURB �- -+-' --- EXPOSURE USED FOR DESIGN OF ALL PARKING LOT GRADES. CURB la 2. CONTRACTOR SHALL CONSTRUCT HANDICAP ACCESS RAMPS IN ACCORDANCE WITH CITY �_ IIIIIII TBC-4778.08 ws s ws - I OF BOZEMAN CURRENT ADA REQUIREMENTS. -�' I r INV.=4774.33 EXISTING GROUND t 18"SUMP apes ill 3. SIDEWALKS SHALL BE A MINIMUM OF 4-INCHES THICK OVER COMPACTED SUBGRADE ELEV:4776.08 - a1175 -r BASE ROCK. ALL SIDEWALKS SHALL BE CONSTRUCTED USING 4,000 PSI CONCRETE. SO PIPE 12"PVC o 8"PVC I I AREA DRAIN. I 80� BASIN B. RIM ELEV.=4776.41 I -- r^11-J UNDERGROUND ADS SYSTEM. i \ EXCAVATE TO NATIVE GRAVELS _ _ T TO ENSURE PROPER DRAINAGE g { LEGEND CURB INLET#2 I ill\ m PROPERTY BOUNDARY TBC=4778.08 s.5 UTILITY EASEMENT INV.=4776.82. n SO PIPE 2, 18"SUMP 12"PVC SO PIPE 3, I i I - - - ACCESS AND DRAINAGE EASEMENT L=49',S=1.0% 15"PVC CURB&GUTTER L=7.5',S=1.0% SDMH#1 i it PWR UNDERGROUND POWER LINE RIM=4778.5 90 12'INV.IN N=4773.98 all a1'la 'g I I 1 I �G-FIB UG-FIB UNDERGROUND FIBER OPTIC ana 12"INV.IN W=4773.98 I an{ I GAS---- UNDERGROUND GAS LINE 15"INV.OUT E=4773.88 I MUNICIPAL WATER LINE J e a I i Il S S SANITARY SEWER LINE a1g5 + I u 1 SD STORM SEWER LINE FOUND YPC UNLESS NOTED PROPERTY LINE o CURB CHASE 18"CURB CHASE. !\ HRDC HOMES LOT I I 8"PVC _ \' I ,ea O UNDERGROUND FIBER OPTIC BOX AREA DRAIN. o I ENSURE POSITIVE DRAINAGE 41gp5 S' FUTURE PAD SITE I STREET LIGHT RIM ELEV.4778.14 ELECTRICAL TRANSFORMER EXISTING GROUND ELECTRIC METER J41., ELEV:4778.62 760� I -CONTOUR 771, ® BROADBAND PEDISTAL I I w I i I ►4 WATER VALVE CURB STOP SEWER MANHOLE _ A7g10 FUTURE 1 j e FIRE HYDRANT PROPERTY LINE I � A7815 R II l P f I S 4782.5 ws s 18"NYLOPLAST INLET DRAIN SET 1" LANDSCAPED w n BELOW FG AT LOCATIONS_ Q NS SHOWN ON AREA m I \ THE SITE PLAN F F tiC 8"PVC AREA DRAIN. RIM ELEV.=4781.50 8"PVC ' R I EXCAVATE DOWN TO AREA DRAIN. 85 NATIVE GRAVELS �_� -_� �_� �_� �_� �_l Vi Vi l l_I 12"TOPSOIL RIM ELEV.4779.77 - INSTALL 8'X8'X8'WASHED EXCAVATE DOWN TO �1 BUILDING 5 ROCK AROUND PVC. NATIVE GRAVELS. FF=4782.8 v I INVERT WRAP GRAVEL IN MEDIUM INSTALL 4'X4'X4'WASHED I I EXISTING GROUND 0 ROCK AROUND PVC.(TYPJ `" �I I ELEVATION VARIES WEIGHT NON-WOVEN GEOTEXTILE MIRAFI 140N OR 4780.42 R I I I I EQUIVALENT -- 4782- � ^' I -_ 6"0 SCH 40 PVC&90'ELBOW OR q o moo. 47aZ I I 6"X"6 TEE,PIPE TO NYLOPLAST INLET 8"PVC - -- ------L------------------ -- --- I AREA DRAIN. l - a7az.5 47a2 i (MINIMUM DEPTH VARIES) DRAIN RIM ELEV.=4780.61 - - - - - - �--- - EXTEND TO NATIVE 47ers GRAVELS III 6"0,OR AS SPECIFIED ON �- a763547s3.o------ - L I j GRADING SHEETS, PERFORATED SCH 40 PVC 8"PVC AREA DRAIN. A784-- I WITH HOLES POINTED RIM ELEV.=4782.02 8"PVC AREA DRAIN. PROPERTY LINEI l DOWN,DOUBLE WRAPPED EXCAVATE DOWN TO RIM ELEV.=4781.83 I I I I IN GEOTEXTILE NATIVE GRAVELS EXCAVATE DOWN TO INSTALL 6'X6'X6'WASHED NATIVE GRAVELS l I I LENGTH AND WIDTH ROCK AROUND PVC. INSTALL 6'X6'X6'WASHED 2"MINUS DRAIN ROCK ROCK AROUND PVC. , I VARY,SEE SHEET I' l I f ENSURE WASHED ROCK IS C1.4 DRAINAGE PLAN SETA MINIMUM OF 9" IN I I NATIVE GRAVELS Z I EXTG GRAVELS DETAIL c1.a GRAVEL INFILTRATION SYSTEM N.T.S. HIDDEN CREEK DEVELOPMENT SITE PLAN HORIZ. SCALE: 1" = 30' M rn UNITED HOUSING PARTNERS, LLC PREPARED BY NO. REVISION BY DATE m t1 z �1 m z a HIDDEN CREEK DEVELOPMENT - DRAINAGE PLAN ��^WWCENcINeexlNc m rn~ _ ,n �rn DRAINAGE PLAN 895 TECHNOLOGY BLVD.,SUITE 203 BOZEMAN,MT 59718 ro m F (4ven0c6)586-0262 www. a Y x7 gineering.- = BOZEMAN, MONTANA PROJECT NO.2024201 Appendix B - Catch/Spill Curb Exhibit I EXT'G 24I" 3 CONCRETE EXT'G 8"DI - SEWER MAIN 30' . WATER MAIN I -- --w- ---WTTTIII w- w--- SPILL CURB r RO.w. JUNIPER STREET EXT'G TBC CURB DESIGN TO BE MODIFIED 4772.02 - 0 1s• 30• TO CITY OF BOZEMAN STANDARDS.TO BE ® =CATCH CURB EXG T TBC EXT'G TBC r � EXT'G CURB SUBMITTED WITH INFRASTRUCTURE SCALE:1"= To 477027 4770.57 EXT'G TBC EXT'G TBC &GUTTER IMPROVEMENTS. A1 4770.76 I 4771.17 47>2 EXT'G TBC I t J I � a11A 4771.58 CONCRETE- - 4"-7"m a��ti--EXTG TBC y m I GRADING. PAVING & DRAINAGE: 13.5'FRONT YARD r 1y CONCRETE 4772.26-ro- SETBACK ... STEPS e�� STEPS--- PROPOSEDo-� p�M - 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MANAGING CONSTRUCTION ACTIVITIES TO -- - - - -- - If _ '`, ENSURE THAT PUBLIC AND PRIVATE STREETS AND PARKING LOTS ARE KEPT CLEAN OF -- PROPERTY LINE__-- - MUD, DUST OR DEBRIS. DUST ABATEMENT SHALL BE MAINTAINED BY ADEQUATE WATERING EXISTING GROUND EXTG J II - ` 1" ELEV:4]]0.93 "-1^ro � UNDERGROUND STORM. I II� OF THE SITE BY THE CONTRACTOR TO SUBSTANTIALLY LIMIT DUST FROM THE o- RETAINING WALL. CONTOUR SEE C1.4 DRAINAGE PLAN I III CONSTRUCTION SITE. UNDER NO CIRCUMSTANCE SHALL THE CONTRACTOR ALLOW 3-5'MAX HEIGHT II CONSTRUCTION DEBRIS, MUD OR GRAVELS TO BE LEFT ON THE STREETS OVER NIGHT. I I o I li 13.5'FRONT 2. SITE CONTRACTOR SHALL SUBMIT AN APPLICATION AND PROCURE A STORM WATER 8"AREA I YARD SETBACK DISCHARGE PERMIT PRIOR TO DISTURBANCE OF SITE. I BUILDING 2 I DRAIN. BUILDING 3 REFER TO CI.4 I FF=4776.5 � SIDEWALK I I pA1p SIDEWALK - I III ,IY/ 3. ALL GRADING, ROCKING AND PAVING SHALL CONFORM TO MONTANA PUBLIC WORKS DRAINAGE S=4.5% S=4.5% FF-4776.9 ` II / I STANDARD SPECIFICATIONS, MOST CURRENT ADOPTED EDITION. PLAN a I.. MAX MAX I -,..fJL TBC 477fi.36 4. CLEAR AND GRUB WITHIN WORK LIMITS SHOWN ON THE DRAWINGS INCLUDING ALL DRAINAGE SWALE I BC TBcansoa TBC4776.26 I it ,o I SURFACE VEGETATION, TREES, STUMPS, BRUSH, ROOTS, ETC. STRIP WORK LIMITS, isc 477s.a4 EXISTING GROUND TBC 4]75.93 TBC 4776.06 --- I SEE C1.4 DRAINAGE I I Pi I REMOVING ALL ORGANIC MATTER WHICH CANNOT BE COMPACTED INTO A STABLE MASS. ELEV4772.00 TBC 4775.85 TBC4776.17 I I ALL BRUSH AND DEBRIS ASSOCIATED WITH CLEARING, STRIPPING OR GRADING SHALL BE PLAN ( � TBC amens 31 -TBC a775.7I3 .I-TBC4776.37 I REMOVED AND DISPOSED OF OFF-SITE. 5. FOLLOWING STRIPPING OPERATIONS, SUBGRADE SHALL BE COMPACTED TO 95%OF THE I 1 i MAX SLOPE IN ADA STALLS MAXIMUM DRY DENSITY AT+/- 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE CONTENT MAX SLOPE IN ADA STALLS RETAINING wALL. I 2%IN ALL DIRECTIONS I 30'P.U.E PER ASTM D-698 TEST METHOD (STANDARD PROCTOR). 3-5'MAX HEIGHT 2%IN ALL DIRECTIONS ' WWWIWI ` 6. SUBGRADE SHALL BE PROOF ROLLED AND SOFT AREAS SHALL BE OVER-EXCAVATED 4 AND REPLACED WITH STRUCTURAL FILL. SUBGRADE MUST BE INSPECTED AND APPROVED BY THE OWNER'S REPRESENTATIVE PRIOR TO PLACING EMBANKMENTS, ENGINEERED FILLS SS45%MAX SIDEWALK CROSS SLOPE ' I i�. a IDEWALtK I 33'R.O.W. OR FINE GRADING FOR BASE ROCK. EXT'G 18" S>5.0%HAND RAIL 2%MAX SLOPE AWAY SIDEWALK 5%MAX CONCRETE REQUIRED �" FROM BUILDING.(TYP.) 5=4. I I � 7. ALL FILLS SHALL BE ENGINEERED EXCEPT FOR FILLS LESS THAN 18-INCHES IN DEPTH SEWER MAIN �, S>5.0%HAND RAIL WHICH ARE LOCATED OUTSIDE THE PUBLIC RIGHT-OF-WAY, BUILDING PADS, PARKING LOTS I I TRASH ENCLOSURE&SLAB. q�s �`-�'REQUIRED i OR OTHER AREAS TO BE IMPROVED. ENGINEERED FILLS SHALL BE CONSTRUCTED IN LIFTS SLOPE TOWARDS °� TBC4175AS III /^ NO GREATER THAN 8-INCHES OVER APPROVED SUBGRADE. EACH LIFT SHALL BE I 7 TBC 4775.78 .DOOR AT 1%MIN. EXT'G 30'P.U.E. TBC 4775.53 r6C4ns.7z ---- - COMPACTED TO 95%OF THE MAXIMUM DRY DENSITY AT+/- 2 PERCENTAGE POINTS OF - -- ---- BC 4774.95 1 TBC 4775.95 --- o TBC 4774.88 ----- --TBC 4775.48 III OPTIMUM MOISTURE CONTENT PER ASTM D-698 TEST METHOD (STANDARD PROCTOR). TBC 4776.95 -- -- - _- I I � I TBC 4775.00 TBC 4775.17 TBC 4775.31 -1-I I-a;o 8. SUB BASE AND CRUSHED BASE ROCK SHALL CONFORM TO THE REQUIREMENTS OF TBC 4774713745 ----ss _ i./ o- I SECTION 02234 (SUB BASE COURSE) AND SECTION 02235 (CRUSHED BASE COURSE) MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS MPWSS COMPACT TO 95%OF THE 1 TBC"SI]5 - - -- _ 8 _ ( )' TBC anaso TBC ans.zo I Tec an5.e7- MAXIMUM DRY DENSITY AT+ 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE CONTENT 18"SIDEWALK- /- TBc4ns.o7 y' TBcanssa " TBCa77s.87 PER ASTM D-698 TEST METHOD STANDARD PROCTOR IIIjv CHASE. TBC 47]4.81> --p'�-- TBC 4]]s.81� TBC 4]]5.81 ( ) EXISTING GROUND 's ENSURE POSITIVE TBC 4774.85 TBC 47]5A5 rBI 4774.11 CONCRETE TBC 4]]5.3] TBc ans 84 ELEV:4773.51 DRANAG 7gC 4774.92 �_ �• 9. A.C. PAVEMENT SHALL CONFORM TO SECTION 02510 (ASPHALT CONCRETE PAVEMENT) I TBC a774.s7- VALLEY GUTTER/ CONCRETE II MPWSS FOR TYPE B MIX. A.C. PAVEMENT SHALL BE COMPACTED TO A MINIMUM OF 92% TBcans.oa TBC4775.48 TBcanss4 VALLEY GUTTER I OF THE THEORETICAL MAXIMUM RICE SPECIFIC GRAVITY. TBC 4]75.02 TBC 4775.23 S=8.0°/a MAX ` 55� - II ^ 18'REAR YARD qj1 I TBC 4]isss HANDRAIL REQUIRED 10. PIPE BEDDING AND BACKFILL. ALL PIPES SHALL BE BEDDED WITH A MINIMUM OF SETBACK TBC47�s.0s - Tecai75M 4-INCHES OF TYPE 1 PIPE BEDDING AND BACKFILLED WITH THE SAME MATERIAL A TBC 4775.25 TBC 4775.19 TBc 4i7a oo MINIMUM OF 6-INCHES OVER THE TOP OF THE PIPE PER CITY OF BOZEMAN STANDARD TB776.0 67 TBC 4]]5.]3� TBc 47775A4 TBC 4775.20 ans.o - \Ild DETAIL 02221-1. PIPE BEDDING AND TRENCH BACKFILL SHALL BE PLACED IN THIN LAYERS UNDERGROUND STOR TBC 477s.19 NOT EXCEEDING 6° IN LOOSE THICKNESS, CONDITIONED TO THE PROPER MOISTURE q7j 1 4176.5 -SEE CIA DRAINAGE PL s0 I SIDEWALK' �I � CONTENT AND COMPACTED TO AT LEAST 95%RELATIVE COMPACTION. SIDEWALK S=4.5%MAX III ^ OAK PARK DRIVE ROADWAY SIDEWALK o S=4.5%MAX 111 i I DESIGN TO BE SUBMITTED �c SREQUIRED � I o-^ CONCRETE SIDEWALK CROSS SLOPE MAX SLOPE IN ADA STALLS I WITH INFRASTRUCTURE 11. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, STRAIGHT GRADES SHALL BE RUN S>5.0%HANDRAIL BETWEEN ALL FINISH GRADE ELEVATIONS AND/OR FINISH CONTOUR LINES SHOWN. I VA LEY GUTTER 2%MAX SLOPE AWAY 2%IN ALL DIRECTIONS IMPROVEMENTS SUBMITTAL. w 4 4/ MAX SLOPE U ADA STALLS FROM BUILDING.(TYP.) 12. ALL EXISTING OR CONSTRUCTED MANHOLES, CLEANOUTS, MONUMENTS, GAS VALVES, II 2%IN ALL DIRECTIONS BUILDING 4 WATER VALVES AND SIMILAR STRUCTURES SHALL BE ADJUSTED TO MATCH FINISH GRADE FF=4776.4 14 i OF THE PAVEMENT, SIDEWALK, OR LANDSCAPED AREA WHEREIN THEY LIE. ^ CONCRETE FUTURE TBC 4ns.as I ^^ I 13. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, NO CUT OR FILL SLOPES SHALL BE / STEPS - PROPERTY L NE I I CONSTRUCTED STEEPER THAN 2H:1V. MAXIMUM SLOPE IN DETENTION BASIN TO BE 4H:1V. TBC 4]]8.46 9776.OTBC 4776.40- ? o- 14. ALL PLANTER AREAS SHALL BE BACKFILLED WITH APPROVED TOP SOIL MINIMUM 6" THICK. STRIPPING MATERIALS SHALL NOT BE USED FOR PLANTER BACKFILL. TBC 4]]8.6� 4778.0 w i � I TBC 4]]6.58 TBC 4776.31 ----- ----- I 8"AREA TBC 4776.39 8"AREA DRAIN. ' f ° e I 15. CONTRACTOR TO MAKE SEAMLESS TRANSITION AT POINTS WHERE EXISTING CURB AND DRAIN. a REFER TO C1.4 DRAINAGE PLAN ¢ 1 ^ p I I GUTTER, PAVEMENT, AND SIDEWALK MATCH UP TO PROPOSED CURB AND GUTTER, REFER TO CI.4 PAVEMENT, AND SIDEWALK. DRAINAGE RETAINING WALL. BUILDING 1 �'ss COUNTY LOT i l 0 PLAN V 4776.s L2'MAX HEIGHT FF=4779.0 FUTURE PAD SITE I Y 16. BUILDING DRAIN LOCATIONS TO BE COORDINATED WITH ARCHITECT ON SPECIFIED \�IN I �: I LOCATION AND SIZE. SEE ARCHITECTURAL SHEETS FOR DETAILED INFORMATION. o V LANDING v o ` H SIDEWALK CHASE!, p y I Tgc 47n.19 p MAX SLOPE=2/ ` ii. d CURBS & SIDEWALKS TBC a777.za x,1�9 p� I III Q 1. UNLESS OTHERWISE SHOWN OR INDICATED ON THE DRAWINGS, 6-INCHES NOMINAL CURB 10'WIDE CONCRETE TRAIL. ° 2% I O EXPOSURE USED FOR DESIGN OF ALL PARKING LOT GRADES. EXT'G 15' ' p11113 .SLOPE MAX. .--+- -_I TRAIL TBC 4777.37U 1 b I I m 2. CONTRACTOR SHALL CONSTRUCT HANDICAP ACCESS RAMPS IN ACCORDANCE WITH CITY EASEMENT I I I I I I I SIDEWALK q ws w ns� OF BOZEMAN CURRENT ADA REQUIREMENTS. - �B. TBC 4]79.08 I 5-4.5%MAX 30'PEDESTRIAN 0 i 3. SIDEWALKS SHALL BE A MINIMUM OF 4-INCHES THICK OVER COMPACTED SUBGRADE ws s I r TBC a77a.00 EASEMENT SIDEWALK TBC4 E%ISTINGGROUND s S=4.5%MAX Tsc ane,2zl AND BASE ROCK. ALL SIDEWALKS SHALL BE CONSTRUCTED USING 4,000 PSI CONCRETE. 41115 aJl TBC 4779.28 TRASH ENCLOSURE&SLAB. ___ -TBC 4778.03 SLOPE TOWARDS I o TBC 4777.95 TBC 47]8.10 DOOR ATI%MIN. I TBC 4778.07 I UNDERGROUND STORM. b9 I SEE C1.4 DRAINAGE PLAN I BC 4778.46 -TBC 4778. TBC 4779.09 _ DR OPCURB TBC 4778 TBC 4779.04 `TBC 4n9.31 \ .08 v� I n TBC4778.36 TBC4779.3a TBC4779.78 I LEGEND I h C TBC 4779.50 TBC 4778.42 an TBC 4779.45 I 1 °' I PROPERTY BOUNDARY p p I I i I UTILITY EASEMENT g5 TBC 4778.89 I I TBC 4778.97 I i I w - ACCESS AND DRAINAGE EASEMENT ° aTT9� a'fl8 ` i 1 CURB&GUTTER PWR UNDERGROUND POWER LINE TBC 4779A0 - TBC 4779.49 1 \4778� ° TBC 4780.03 I TBC 47799] 1 I �G-FIB UG-FIB UNDERGROUND FIBER OPTIC TBC 4]]9.33 I I TBC 477s.38 i 13.5'FRONT YARD I\V I GAS---- UNDERGROUND GAS LINE Il ' 195 SETBACK I w w MUNICIPAL WATER LINE 18"CURB CHASE. aT I I ENSURE ° TBc anss7 T C4I7191 TBC 478045 i I S S SANITARY SEWER LINE POSITIVE DRAINAGE TTBC7477 e3 Iec 4780.39 HRDC HOMES LOT ( III eo SD STORM SEWER LINE ° ^ PROPERTY LINE FOUND YPC UNLESS NOTED I DRAINAGE SWALE Aiap.o FUTURE PAD SITE I + o CURB CHASE SEE C1.4 DRAINAGE PLAN/ TBC 4780.34 TBC a7a0.43 TBC 4780.91 TBC 4780.97 t it ,^„� O UNDERGROUND FIBER OPTIC BOX EXISTING GROUND p I ° i LXT-G ;�O STREET LIGHT ELEV.4778.62 p g380 I I 6 EXT'G I I III PROPERTY LINE� ELECTRICAL TRANSFORMER A'18o CONTOUR ELECTRIC METER TBC 4]80.4] TB ]80.]8 TBC 4780.85 TBC a781.33 TBC 4781.39 II o I ® BROADBAND PEDISTAL TBC 478I.521 I bro I T80.6a WATER VALVE BC 47 I -TBC 4780.76- gj810 I i I p CURB STOP I TRASH ENCLOSURE&SLAB. I a ®s SEWER MANHOLE I SLOPE TOWARDS DOOR AT I%MIN./ FUTURE O PROPERTY LINE R TBC 4781.37 - // FIRE HYDRANT --- -J TBC 4781.2 TBC 4782.13 1g TBC 4781.77 I III p TBC 4781.13 SIDEWALK^ 3 TBC 4782.18 I TBC 4781125 ' ,4T815 3 I III 4 I 5=4.5%MAX C 4781.58 TBC 4781.92 -TBC 4781.98 TBC 4782.37 f c MAX SLOI�:IN ADA STALLS a]az s ws s 0 \ Av 2%INe\LL DIRECTIONS F, F SIDEWALK CROSS SLOPE- 4"-7.1 I P 4^_7^3 I -V 8"AREA CONCRETE 2%MAX SLOPE AWAY CONCRETE 'yl" DRAIN. - STEPS FROM BUILDING.(TYP.) STEPS I I REFER TO C1.4 F LANDING ss II DRAINAGE MAX SLOPE-2% R 18'REAR YARD III r I PLAN SETBACK - BUILDING 5 I LU FF=4782.8 I � III f < I ;I � R it EXISTING GROUND Of f.� 4780.42 J j l LU \.r 4782 n ---- m N 4782 J 8'REAR YARD 4782.5 4782 SETBACK 7 � 4783.0 4782.5 L�� 1 4783.5 --------- - L----- 8"AREA DRAIN. \\ /478M1 - REFER TO CIA DRAINAGE PLAN `EOA - - �PERTY LINE EOA EOA EOA / VARIES 4783.18 \ 4783.55 4783.17 4782.55E I / / 3.0'(TYP.) (3.0'MIN) EXTG 24" 8"AREA DRAIN. I li CONCRETE REFER TO C1.4 DRAINAGE PLAN II SEWER MAIN ro II DETAIL I I CC TYPICAL SWALE CROSS SECTION Aja2 N.T.S. HIDDEN CREEK DEVELOPMENT SITE PLAN HORIZ. SCALE: 1" = 30' m 0 N UNITED HOUSING PARTNERS, LLC PREPARED BY NO. REVISION BY DATE m t1 z �1 m z G < o HIDDEN CREEK DEVELOPMENT - GRADING PLAN �^^WWC E NG I NEE R I NG j m y < 1 T A 895 TECHNOLOGY BLVD.,SUITE 203 w y = In GRADING PLAN BOZEMAN,MT 59718 ro m F (4ven0°6)586-0262 www. a Y x7 gineering.- = BOZEMAN, MONTANA PROJECT NO.2024201 Appendix C — Basin & Runoff Exhibit RU N O F F A R EA 7m. ----� BASIN F - N EXT' WATER I -_W-- __W _ ,TTTIII 60'R.o.w. JUNIPER STREETEXT'G TBC CURB DESIGN TO BE MODIFIED 0 0 EXTG TBC 4772.02 TO CITY OF BOZEMAN STANDARDS.TO BE SCALE:1"=30' EXT'G TBC * EXT'G CURB SUBMITTED WITH INFRASTRUCTURE �a 41770.27 4770.57 EXTG TBC I EXT' BC g,GUTTER IMPROVEMENTS. a� 4770.76 4771 17 4»2 - I EXT'G TBC GRADING. PAVING & DRAINAGE: 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MANAGING CONSTRUCTION ACTIVITIES TO - ENSURE THAT PUBLIC AND PRIVATE STREETS AND PARKING LOTS ARE KEPT CLEAN OF EXISTING GROUND - -- ...__. _• ��� MUD, DUST OR DEBRIS. DUST ABATEMENT SHALL BE MAINTAINED BY ADEQUATE WATERING ELEV:4770.93 -.- OF THE SITE BY THE CONTRACTOR TO SUBSTANTIALLY LIMIT DUST FROM THE - - -- ---- - ------- - ---- - -- CONSTRUCTION SITE. UNDER NO CIRCUMSTANCE SHALL THE CONTRACTOR ALLOW CONSTRUCTION DEBRIS, MUD OR GRAVELS TO BE LEFT ON THE STREETS OVER NIGHT. NT 2. SITE CONTRACTOR SHALL SUBMIT AN APPLICATION AND PROCURE A STORM WATER 8"AREAJ TBACK DISCHARGE PERMIT PRIOR TO DISTURBANCE OF SITE. DRAIN. REFER TO CI.4 - - -- - 3. ALL GRADING, ROCKING AND PAVING SHALL CONFORM TO MONTANA PUBLIC WORKS DRAINAGE STANDARD SPECIFICATIONS, MOST CURRENT ADOPTED EDITION. PLAN 4. CLEAR AND GRUB WITHIN WORK LIMITS SHOWN ON THE DRAWINGS INCLUDING ALL RUNOFF AREA 6 SURFACE VEGETATION, TREES, STUMPS, BRUSH, ROOTS, ETC. STRIP WORK LIMITS, EXISTINGouN0,ELEV:4772.00 REMOVING ALL ORGANIC MATTER WHICH CANNOT BE COMPACTED INTO A STABLE MASS. LEV: - _. C -. - ALL BRUSH AND DEBRIS ASSOCIATED WITH CLEARING, STRIPPING OR GRADING SHALL BE BASIN E J\ REMOVED AND DISPOSED OF OFF-SITE. - I ` 5. FOLLOWING STRIPPING OPERATIONS, SUBGRADE SHALL BE COMPACTED TO 95%OF THE _. -. ;, MAXIMUM DRY DENSITY AT+/- 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE CONTENT RETAINING WALL. PER ASTM D-698 TEST METHOD (STANDARD PROCTOR). 3-5'MAX HEIGHT - - 6. SUBGRADE SHALL BE PROOF ROLLED AND SOFT AREAS SHALL BE OVER-EXCAVATED AND REPLACED WITH STRUCTURAL FILL. SUBGRADE MUST BE INSPECTED AND APPROVED - - - - - BY THE OWNER'S REPRESENTATIVE PRIOR TO PLACING EMBANKMENTS, ENGINEERED FILLS _ 33'R.O.W. •`•, OR FINE GRADING FOR BASE ROCK. EXT' CON ' 7. ALL FILLS SHALL BE ENGINEERED EXCEPT FOR FILLS LESS THAN 18-INCHES IN DEPTH SEW WHICH ARE LOCATED OUTSIDE THE PUBLIC RIGHT-OF-WAY, BUILDING PADS, PARKING LOTS OR OTHER AREAS TO BE IMPROVED. ENGINEERED FILLS SHALL BE CONSTRUCTED IN LIFTS NO GREATER THAN 8-INCHES OVER APPROVED SUBGRADE. EACH LIFT SHALL BE - I COMPACTED TO 95%OF THE MAXIMUM DRY DENSITY AT+/- 2 PERCENTAGE POINTS OF RUNOFF AREA ----- OPTIMUM MOISTURE CONTENT PER ASTM D-698 TEST METHOD (STANDARD PROCTOR). - - BASIN A -. 8. SUB BASE AND CRUSHED BASE ROCK SHALL CONFORM TO THE REQUIREMENTS OF SECTION 02234 (SUB BASE COURSE) AND SECTION 02235 (CRUSHED BASE COURSE) MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS (MPWSS). COMPACT TO 95%OF THE MAXIMUM DRY DENSITY AT+/- 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE CONTENT - - PER ASTM D-698 TEST METHOD (STANDARD PROCTOR). EXISTINGLEV 477,51 9. A.C. PAVEMENT SHALL CONFORM TO SECTION 02510 (ASPHALT CONCRETE PAVEMENT) ND ELEV:4773.51 - MPWSS FOR TYPE B MIX. A.C. PAVEMENT SHALL BE COMPACTED TO A MINIMUM OF 92% OF THE THEORETICAL MAXIMUM RICE SPECIFIC GRAVITY. 18'RAR YARD 10. PIPE BEDDING AND BACKFILL. ALL PIPES SHALL BE BEDDED WITH A MINIMUM OF SETBACK A 4-INCHES OF TYPE 1 PIPE BEDDING AND BACKFILLED WITH THE SAME MATERIAL A TBC 47732 - MINIMUM OF 6-INCHES OVER THE TOP OF THE PIPE PER CITY OF BOZEMAN STANDARD - - - - - --- I DETAIL 02221-1. PIPE BEDDING AND TRENCH BACKFILL SHALL BE PLACED IN THIN LAYERS UNDERGROUND - III NOT EXCEEDING 6" IN LOOSE THICKNESS, CONDITIONED TO THE PROPER MOISTURE -SEE CIA DRAINA( .. OAK PARK DRIVE ROADWAY CONTENT AND COMPACTED TO AT LEAST 957 RELATIVE COMPACTION. DESIGN TO BE SUBMITTED 11. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, STRAIGHT GRADES SHALL BE RUN - WITH INFRASTRUCTURE IMPROVEMENTS SUBMITTAL. BETWEEN ALL FINISH GRADE ELEVATIONS AND/OR FINISH CONTOUR LINES SHOWN. 12. ALL EXISTING OR CONSTRUCTED MANHOLES, CLEANOUTS, MONUMENTS, GAS VALVES, WATER VALVES AND SIMILAR STRUCTURES SHALL BE ADJUSTED TO MATCH FINISH GRADE OF THE PAVEMENT, SIDEWALK, OR LANDSCAPED AREA WHEREIN THEY LIE. 13. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, NO CUT OR FILL SLOPES SHALL BE TBC 477 CONSTRUCTED STEEPER THAN 2H:1V. MAXIMUM SLOPE IN DETENTION BASIN TO BE 4H:1V. 14. ALL PLANTER AREAS SHALL BE BACKFILLED WITH APPROVED TOP SOIL MINIMUM 6" TBC 471 THICK. STRIPPING MATERIALS SHALL NOT BE USED FOR PLANTER BACKFILL. 8"AREA 15. CONTRACTOR TO MAKE SEAMLESS TRANSITION AT POINTS WHERE EXISTING CURB AND DRAIN. '-- - -- - - - - - - - - GUTTER, PAVEMENT, AND SIDEWALK MATCH UP TO PROPOSED CURB AND GUTTER, REFER TO CI.4 -.... _.,._ ' PAVEMENT, AND SIDEWALK. DRAINAGE - PLAN 16. BUILDING DRAIN LOCATIONS TO BE COORDINATED WITH ARCHITECT ON SPECIFIED LOCATION AND SIZE. SEE ARCHITECTURAL SHEETS FOR DETAILED INFORMATION. SIDEWALK -- CURBS & SIDEWALKS CHASE 1. UNLESS OTHERWISE SHOWN OR INDICATED ON THE DRAWINGS, 6-INCHES NOMINAL CURB EXT'G 15' i. EXPOSURE USED FOR DESIGN OF ALL PARKING LOT GRADES. TRAIL 2. CONTRACTOR SHALL CONSTRUCT HANDICAP ACCESS RAMPS IN ACCORDANCE WITH CITY EASEMENT _ OF BOZEMAN CURRENT ADA REQUIREMENTS. 3. SIDEWALKS SHALL BE A MINIMUM OF 4-INCHES THICK OVER COMPACTED SUBGRADE EXISTING GROUND - - - - " AND BASE ROCK. ALL SIDEWALKS SHALL BE CONSTRUCTED USING 4,000 PSI CONCRETE. ELEV:4776.08 - TRASH ENCLOSUR. I SLOPE °°PA RUNOFF AREA 4 - i I t/�- DROP CURB BASIN V TBC 4778.08 - - .. ■ (OAK PARK DRIVE ■■ ■■ ! EXTENSION ROW) _ I 4778 �G-FIB UG-FIB UNDERGROUND FIBER OPTIC ■■ RUNOFF AREA /'�(V - GAS---- UNDERGROUND GAS LINE 18"CURB CHA � w w MUNICIPAL WATER LINE IN B S S SANITARY SEWER LINE ENSU POSITIVE DRAINA SD STORM SEWER LINE BAS ■ PROPERTY LINE FOUND YPC UNLESS NOTED ■ + o CURB CHASE ■■ O UNDERGROUND FIBER OPTIC BOX Ex1snNGGRouNo- ■■� _ �EXT'G ;moo STREETLIGHT ELEV:4778.62 PROPERTY LINE ELECTRICAL TRANSFORMER ELECTRIC METER ■ ® BROADBAND PEDISTAL T' ■■ ■� N WATER VALVE ■ © CURBSTOP A 2 ■■ v SEWER MANHOLE RUNOFF ARE FIRE HYDRANT BASIN B fro m MAX SL 2% 1- ■■■■ 8"AREA so MENEM OWN! 0■■■ ■■■■■■�■� ■ ■ DRAIN. REFER TO C1.4 ■■■ ■ DRA ■■■ E■■■ ■EEN ■ PLAN INAGE 18 RD w SETBACK ■■■■■■■ ■ ■E■E■E■ ■ Z NEON■■■■■■■■■■■■■■■■■ ■ � IIIIIII EXISTING GROUND' ■■■■■■■■■■■■■■N■ N■■■ ■ ■ Of � y�^IIILau I-1 ■ENE■■■ ■■■■■■■■■■■■ ■■ aI �� iI i I WARE DRAIN. 47 a _ ■ RUNOFF AREA 8 REFER TO C1.4 DRAINAGE PLAN EOA PROPERTY LINE EOA EOA �EOA 4783.18 4783.55 4783.17 4782.55-1 1 I I EXTG 24" BASIN V VARIES (3.0'MIN) 8"AREA DRAIN. I I CONCRETE REFER TO CIA DRAINAGE PLAN I I SEWER MAIN RUNOFF AREA 5 1-3i.I5P.D. . I I I I DE TAIL D �3TYPTCAL S WALE CROSS SECTION a182\ I I O I I N.T.S. II HIDDEN CREEK DEVELOPMENT SITE PLAN HORIZ. SCALE: 1" = 30' 0 D Q UNITED HOUSING PARTNERS, LLC PREPARED BY NO. REVISION BY DATE m A z00 �1 z G < o HIDDEN CREEK DEVELOPMENT - GRADING PLAN �^^WWC E NG I NEE R I NG j m y < 1 T A 895 TECHNOLOGY BLVD.,SUITE 203 w y = c' m GRADING PLAN BOZEMAN,MT 59718 ro m F (4ven0c6)586-0262 www. a Y x7 gineering.- = BOZEMAN, MONTANA PROJECT NO.2024201 Appendix D — Basin Calculations Hidden Creek Drainage Basin A Basin Design Calculations Design Rainfall Freq. 25 year OF coefficient a 0.78 OF coefficient b OF coefficient n 0.64 Post-development Conditions Basin A Runoff Area 1 Contributing drainage area Square feet Acres C Impervious 90,604 2.08 0.90 Pervious 20,337 0.47 0.20 Total area 110,941 2.55 Composite C 0.77 Note: C Value by C.O.B. (DSSP Table 1-1 page 27) for"Dense Residential' is C=0.50. Therefore a calculated C value of C=0.77 is conservative. ADS System Calculations: Basin A Q = CIA C = 0.77 (post-development) 1 = 0.50 in/hr(25-yr, 2-hr storm) A= 2.55 acres Qpost= 0.98 cfs Required Retention Storage= 7,067 W (25-yr, 2-hr storm) Provided Retention Storage=-fW (See Appendix H) Hidden Creek Basin Calculations Hidden Creek Drainage Basin B Basin Design Calculations Design Rainfall Freq. 25 year OF coefficient a 0.78 OF coefficient b OF coefficient n 0.64 Post-development Conditions Basin B Runoff Area 2 Contributing drainage area Square feet Acres C Impervious 20,877 0.48 0.90 Pervious 15,942 0.37 0.20 Total area 36,819 0.85 Composite C 0.60 Note: C Value by C.O.B. (DSSP Table 1-1 page 27) for"Dense Residential"is C=0.50. Therefore a calculated C value of C=0.60 is conservative. Basin B Runoff Area 3 Contributing drainage area Square feet Acres C Impervious 46,090 1.06 0.90 Pervious 9,373 0.22 0.20 Total area 55,463 1.27 Composite C 0.78 Note: C Value by C.O.B. (DSSP Table 1-1 page 27) for"Dense Residential'is C=0.50 Therefore a calculated C value of C=0.78 is conservative. ADS System Calculations: Basin B Area 2: Q=CIA C= 0.60 (post-development) 1= 0.50 in/hr(25-yr,2-hr storm) A= 0.85 acres Qpost= 0.25 cfs Required Retention Storage for Area 2= 1,818 W (25-yr,2-hr storm) Area 3: Q=CIA C= 0.78 (post-development) 1= 0.50 in/hr(25-yr,2-hr storm) A= 1.27 acres Qpost= 0.50 cfs Required Retention Storage for Area 3= 3,587 W (25-yr,2-hr storm) Required Retention Storage for Area 2+Area 3 5,405 W (25-yr,2-hr storm) Provided Retention Storage=-ft' (See Appendix H) Hidden Creek Basin Calculations Hidden Creek Drainage Basin C Basin Design Calculations Design Rainfall Freq. 25 year IDF coefficient a 0.78 IDF coefficient b IDF coefficient n 0.64 Post-development Conditions Basin C (Oak Park Drive Extension ROW) Runoff Area 4 Contributing drainage area Square feet Acres C Impervious 18,664 0.43 0.90 Pervious 3,129 0.07 0.20 Total area 21,793 0.50 Composite C 0.80 Note: C Value by C.O.B. (DSSP Table 1-1 page 27) for"Dense Residential' is C=0.50. Therefore a calculated C value of C=0.80 is conservative. RainVault System Calculations: Q = CIA C = 0.80 (post-development) 1 = 0.50 in/hr(25-yr, 2-hr storm) A= 0.50 acres Qpost= 0.20 cfs Required retention storage (ft)= 1,441 W (25-yr, 2-hr storm) Provided retention storage (ft)=-fW (See Appendix I) Hidden Creek Basin Calculations Hidden Creek Drainage Basin D Basin Design Calculations Design Rainfall Freq. 25 year OF coefficient a 0.78 OF coefficient b OF coefficient n 0.64 Post-development Conditions Basin D Runoff Area 5 Contributing drainage area Square feet Acres C Impervious 0.90 Pervious 5,329 0.12 0.20 Total area 5,329 0.12 Composite C 0.20 Note: C Value by C.O.B. (DSSP Table 1-1 page 27) for"Dense Residential"is C=0.50. This Area has no impervious area so C=0.20 is appropriate Required Storage Calculations: Q=CIA C= 0.20 (post-development) 1= 0.50 in/hr(25-yr,2-hr storm) A= 0.12 acres Qpost= 0.01 cfs Required retention storage(ft)= 88 ft3 (25-yr,2-hr storm) Area Drain&Gravel Capacitv Area Drain Pipe Capacity Length= 6.00 ft Pipe Width= 8.00 in Area Drain Pipe Capacity= 2.10 ft3 Length x Area Gravel Calculation Gravel Length= 6.00 ft Wash Rock Width= 6.00 ft Washed Rock Depth= 6.00 ft Total ft3= 216.00 ft3 Voids= 0.40 Pipe Area= 2.10 ft3(Pipe Area x 6'Length Total Gravel Capacity 84.30 ft3 Number of Area Drains= 2.00 Provided retention storage(ft3)_- Basin D has additional storage capacity to accommodate any additional minor runoff from Gallatin County Rest Home property. Rest home property line to be regraded with offsite improvements to limit any runoff to Hidden Creek Subdivision.A shared stormwater agreement has been provided to be able to utilize Hidden Creek Subdivision stormwater facilities. Hidden Creek Basin Calculations Hidden Creek Drainage Basin E Basin Design Calculations Design Rainfall Freq. 25 year IDF coefficient a 0.78 OF coefficient b OF coefficient n 0.64 Post-development Conditions Basin E Runoff Area 6 Contributing drainage area Square feet Acres C Impervious 0.90 Pervious 6,183 0.14 0.20 Total area 6,183 0.14 Composite C 0.20 Note: C Value by C.O.B. (DSSP Table 1-1 page 27) for"Dense Residential" is C=0.50. This Area has no impervious area so C=0.20 is appropriate Required Storage: Q=CIA C = 0.20 (post-development) I = 0.50 in/hr(25-yr, 2-hr storm) A= 0.14 acres Qpost= 0.01 cfs Required Retention Storage= 102 ft3 (25-yr, 2-hr storm) Area Drain and Gravel Capacity Area Drain Capacity Length= 6.00 ft Pipe Width= 8.00 in Area Drain Pipe Capacity= 2.10 ft3 Gravel Calculation Gravel Length= 4.00 ft Wash Rock Width= 4.00 ft Washed Rock Depth= 4.00 ft Total ft3= 64.00 ft3 Voids= 0.40 Pipe Area= 2.10 ft3(Pipe Area x 6' Length) Total Gravel Capacity 23.50 ft3 Number of Area Drains= 7.00 Provided Retention Storage= 179 ft3 Additional Area Drain &Gravel Infiltration Capacity North End of Basin E Hidden Creek Basin Calculations Area Drain Capacity Length= 6 ft Pipe Width= 8 in Area Drain Pipe Capacity= 2.10 ft3 Gravel Calculation Gravel Length= 10 ft Wash Rock Width= 10 ft Washed Rock Depth= 10 ft Total ft^3= 1000 ft3 Voids= 0.40 % Pipe Area= 2.10 Area x 6' Length Total Gravel Capacity 397.9 ft3 Number of Area Drains= 1 Provided retention storage= 400 ft3 Area Drain &Gravel Provided Storge 17 ft3 Additional Gravel Infiltration Provided Storage 400 ft3 Total Provided Storage For Emergency Runof 579 ft3 Note:Any further emergency runoff from Basin E to run to existing Juniper Street. Hidden Creek Basin Calculations Hidden Creek Drainage Basin F Basin Design Calculations 10-yr, 2-hr Storm 0.41 in/hr 25-yr, 2-hr Storm 0.50 in/hr 100-yr, 2-hr Storm 0.63 in/hr Stormwater Runoff Pre-development Conditions Contributing drainage area Square feet Acres C Landscaped 251,689 5.78 0.20 Total area 251,689 5.78 Composite C 0.20 Pre-Development Storm Scenarios: 10-yr, 2-hr storm C = 0.20 Pre-Development Minor Storm I = 0.41 in/hr(10-yr, 2hr storm) A= 5.78 acres Qpre= 0.47 cfs Run-off=1 3,394 ft3 (10-yr, 2-hr storm) 25-yr, 2-hr storm C= 0.20 Pre-Development Intermediate Storm 1= 0.50 in/hr(25-yr, 2-hr storm) A= 5.78 Qpre= 0.58 cfs Run-off= 4,165 ft3(25-yr, 2-hr storm) 100-yr, 2-hr storm C = 0.20 Pre-development Major Storm I = 0.63 in/hr(100-yr, 2-hr storm) A= 5.78 acres Qpre= 0.73 cfs Run-off= 5,282 ft3 (100-yr, 2-hr storm) Stormwater Runoff Post Development Conditions Basin F Runoff Area 7 Contributing drainage area Square feet Acres C Impervious 1,467 0.03 0.90 Pervious 6,184 0.14 0.20 Total area 7,651 0.18 Composite C 0.33 Note: C Value by C.O.B. (DSSP Table 1-1 page 27) for"Dense Residential" is C=0.50. This area is mostly landscaped, therefore a value of C=0.33 is appropriate. Hidden Creek Basin Calculations Stormwater Runoff-Post Development Scenarios 10-yr, 2-hr storm Q = CIA Minor Storm C = 0.33 (post-development) 1 = 0.41 in/hr(25-yr, 2-hr storm) A= 0.18 acres Qpost= 0.02 cfs Post Development Runoff= 172 ft3 (10-yr, 2-hr storm) 25-yr, 2-hr storm Q = CIA Intermediate Storm C = 0.33 (post-development) 1 = 0.50 in/hr(25-yr, 2-hr storm) A= 0.18 acres Qpost= 0.03 cfs Post Development Runoff= 212 ft3 (25-yr, 2-hr storm) 100-yr, 2-hr storm Q = CIA Major Storm C = 0.33 (post-development) 1 = 0.63 in/hr(25-yr, 2-hr storm) A= 0.18 acres Qpost= 0.04 cfs Post Development Runoff= 268 ft3 (25-yr, 2-hr storm) Pre-Development Runoff Runoff= 3,394 ft3 (10-yr, 2-hr storm) Runoff= 4,165 ft3 (25-yr, 2-hr storm) Runoff= 5,282 ft3 (100-yr, 2-hr storm) Post Development Runoff Runoff= ft3 (10-yr, 2-hr storm) Runoff= ft3 (25-yr, 2-hr storm) Runoff= ft3 (100-yr, 2-hr storm) Predevelopment Runoff Conditions> Post Development Runoff Conditions Hidden Creek Basin Calculations Hidden Creek Drainage Basin G Basin Design Calculations Design Rainfall Freq. 25 year IDF coefficient a 0.78 OF coefficient b OF coefficient n 0.64 Post-development Conditions Basin G Runoff Area 8 Contributing drainage area Square feet Acres C Impervious 463 0.01 0.90 Pervious 6,959 0.16 0.20 Total area 7,423 0.17 Composite C 0.24 Note: C Value by C.O.B. (DSSP Table I-1 page 27) for"Dense Residential" is C=0.50. This area is mostly landscaped, therefore a value of C=0.24 is appropriate. Required Storage: Q=CIA C = 0.24 (post-development) 1 = 0.50 in/hr(25-yr, 2-hr storm) A= 0.17 acres Qpost= 0.02 cfs Required Retention Storage= 150 ft3 (25-yr, 2-hr storm) Area Drain &Gravel Capacity Area Drain Capacity Length= 6.00 ft Pipe Width= 8.00 in Area Drain Pipe Capacity= 2.10 ft3 Gravel Calculation Gravel Length= 8.00 ft Wash Rock Width= 8.00 ft Washed Rock Depth= 8.00 ft Total ft3= 512.00 ft3 Voids= 0.40 Pipe Area= 2.10 Area x 6' Length Total Gravel Capacity 202.70 ft3 Number of Area Drains= 1.00 Provided Retention Storage Hidden Creek Basin Calculations Appendix E — Piping Schedule Hidden Creek Pipe Schedule Storm Max Pipe Drain Size Slope (%) Length Capacity Contributing Areas Actual Demand Pipe (CFS) (CFS) 1 12" PVC 1.00 35 3.8 Runoff Area 3 2.67 2 12" PVC 1.00 49 3.8 Runoff Area 2 1.88 3 15" PVC 1.00 7.5 6.9 Runoff Area 2 + Area 3 4.55 4 15" PVC 1.00 4 6.9 Runoff Area 1 5.05 5 15" PVC 1.00 15 6.9 Runoff Area 1 5.05 6 12" PVC 1.00 3 3.8 Future Oak Park Drive 1.02 7 12" PVC 1.00 5 3.8 Future Oak Park Drive 1.02 Additional Notes. Additional stormwater details including plan and profiles for the future Oak Park Drive extension will be provided with the future infrastructure design submittal. Appendix F — Stormwater Curb/Gutter & Piping Calculations Hidden Creek Gutter Capacity Calculations Pavement Encroachment Given: T= 10 feet T W = 1.5 feet w Ts Ts = 8.5 feet Sw= 0.083 ft/ft Sx= 0.0225 ft/ft a a = 1.14 inches G. S. d = 2.4 inches a n = 0.015 Manning's Coeff. / S. a Sw/Sx= 3.69 T/W = 6.666667 Capacity for Gutter equations: Q=Q, +Qs Where: Qs= Discharge within the Roadway Qw __E°Q above the depressed section (cfs) Qs Qw= Discharge within the depressed Q_ 1—Eo (gutter)section (cfs) Cf= 0.56 for English units Cf S 3T 3S z Sx= Pavement cross slope(ft/ft) Qs =n X s o Ts = Width of flow in the roadway above depressed section 1 So= Gutter longitudinal slope(ft/ft) E = 1+ SW/SX Sw= Gutter depression cross slope(ft/ft) 9/3 T= Spread (ft/ft) 1+ SW/SX —1 W = Width of gutter depression (ft/ft) Q= Calculated flow for half-street(cfs) Eo= Qw/Q, the ratio of gutter flow, Qw, to total flow, Q Capacity solution Gutter and Curb Inlet-Capacity Summary So= 0.015 Hidden Creek Site and Oak Park ROW is Qs= 2.47 cfs currently graded at 1 -2.25%slope. The Eo= 0.43 cfs steepest slope was selected to be conservative.The curb and gutter capacity Q10 = 1.86 cfs exceeds the 25-year storm event. Q25= 2.35 cfs Q 100 = 3.38 cfs Hidden Creek Page 1 of 1 Hidden Creek Peak Flow Calculations(cfs) Peak Flow Summary(cfs) Area Runoff Areas (Acre) C 100 Yr 25 Yr 10 Yr Runoff Area 1 2.55 0.74 9.63 5.05 3.64 Runoff Area 2 0.84 0.76 3.78 1.88 1.34 Runoff Area 3 1.27 0.76 5.36 2.67 1.90 Runoff Area 4 0.50 0.80 2.37 1.02 0.70 Storm Information Design Rainfall Freq. 100 25 10 OF coefficient a 1.01 0.78 0.64 OF coefficient b 0.00 0.00 0.00 OF coefficient n 0.67 0.64 0.65 Adjustment Factor Cf: 1.25 1.1 1 Peak Q Values for Pipe Capacity Runoff Area 1 Pipe 4&5 Total Area: 2.55 acres Composite C: 0.74 (MPWSS p 27) Average slope: 1.25 percent Travel Distance 309.59 feet Design Rainfall Freq. 100 25 10 C*Cf 0.93 0.81 0.74 (Shall not exceed 1.00) Total t,: 5.35 8.74 11.00 minutes intensity at tc 5.10 2.68 1.93 in/hr peak runoff: 9.63 5.05 3.64 cfs Runoff Area 2 Pipe 2&3 Total Area: 0.85 acres C: 0.76 Average slope: 1.60 percent Travel Distance 329.74 feet Design Rainfall Freq. 100 25 10 C'Cf 0.95 0.84 0.76 (Shall not exceed 1.00) Total tc: 4.35 7.66 9.87 minutes intensity at t, 5.86 2.91 2.07 in/hr peak runoff: 3.78 1.88 1.34 cfs Runoff Area 3 Pipe 1 &3 Total Area: 1.27 acres C: 0.76 Average slope: 1.60 percent Travel Distance 386.09 feet Design Rainfall Freq. 100 25 10 C*Cf 0.95 0.84 0.76 (Shall not exceed 1.00) Total t,: 4.71 8.29 10.68 minutes intensity at tc 5.55 2.77 1.97 in/hr peak runoff: 5.36 2.67 1.90 cfs Hidden Creek Hidden Creek Peak Flow Calculations(cfs) Runoff Area 4-Oak Park Drive Extension Pipe 6&7 Total Area: 0.50 acres C: 0.80 Average slope: 1.35 percent Travel Distance 636.00 feet Design Rainfall Freq. 100 25 10 C'Cf 1.00 0.88 0.80 (Shall not exceed 1.00) Total t,: 4.27 9.39 12.80 minutes intensity at t, 5.94 2.56 1.75 in/hr peak runoff: 2.37 1.02 0.70 cfs Additional Notes: 1. Please refer to pipe schedule for a comprehensive table showing pipe capacities compared to pipe demand. Refer to Appendix E 2.Additional runoff areas do not horizontally convey water via pipes to underground retention basins. Please refer Appendix D. Hidden Creek Hidden Creek SD Pipe 1,2,6,7 12"PVC,Slope=1.0% CIRCULAR CHANNEL T Manning's Eqn. Q=1.486 A Rzia Sv2 n Diameter,do(in)= 12 A-Enter Value Diameter,do(ft)= 1 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.01 Wetted Hydraulic Hydraulic Section Energy, Area,A Perimeter,P Radius,R Top Width,T Depth,D Factor,Z Q(gpd-8 =VZ/2g Depth,y(ft) Theta(rad) (ft) (ft) (ft) (ft) (ft) m5f) Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.00 0.05 0.90 0.01 0.45 0.03 0.44 0.03 0.00 0.0 7.7 3685.7 1.2 0.02 0.10 1.29 0.04 0.64 0.06 0.60 0.07 0.01 0.1 33.4 16024.0 1.8 0.05 0.15 1.59 0.07 0.80 0.09 0.71 0.10 0.02 0.2 77.7 37308.3 2.3 0.09 0.20 1.85 0.11 0.93 0.12 0.80 0.14 0.04 0.3 140.0 67212.2 2.8 0.12 0.25 2.09 0.15 1.05 0.15 0.87 0.18 0.06 0.5 219.0 105135.4 3.2 0.16 0.30 2.32 0.20 1.16 0.17 0.92 0.22 0.09 0.7 313.1 150303.1 3.5 0.19 0.35 2.53 0.24 1.27 0.19 0.95 0.26 0.12 0.9 420.4 201809.9 3.8 0.23 0.40 2.74 0.29 1.37 0.21 0.98 0.30 0.16 1.2 538.8 258642.7 4.1 0.26 0.45 2.94 0.34 1.47 0.23 0.99 0.34 0.20 1.5 666.0 319692.1 4.3 0.29 0.50 3.14 0.39 1.57 0.25 1.00 0.39 0.25 1.8 799.5 383756.8 4.5 0.32 0.55 3.34 0.44 1.67 0.26 0.99 0.44 0.30 2.1 936.5 449541.1 4.7 0.35 0.60 3.54 0.49 1.77 0.28 0.98 0.50 0.35 2.4 1074.3 515646.5 4.9 0.37 0.65 3.75 0.54 1.88 0.29 0.95 0.57 0.41 2.7 1209.5 580553.8 5.0 0.39 0.70 3.96 0.59 1.98 0.30 0.92 0.64 0.47 3.0 1338.7 642591.3 5.1 0.40 0.75 4.19 0.63 2.09 0.30 0.87 0.73 0.54 3.2 1458.1 699878.6 5.1 0.41 0.80 4.43 0.67 2.21 0.30 0.80 0.84 0.62 3.5 1563.0 750219.2 5.2 0.42 0.85 4.69 0.71 2.35 0.30 0.71 1.00 0.71 3.7 1647.7 790877.1 5.2 0.41 0.90 5.00 0.74 2.50 0.30 0.60 1.24 0.83 3.8 1704.2 818014.0 5.1 0.40 0.95 5.38 0.77 2.69 0.29 0.44 1.77 1.02 3.8 1718.1 824704.6 5.0 0.38 1.00 6.28 0.79 3.14 0.25 0.00 3.6 1599.5 767773.1 4.5 0.32 6.0 5.0 4.0 p(GFS) / - _V NO 3.0 / 2.0 1.0 / 0.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 Depth(ft) Hidden Creek SD Pipe 3,4,5 15"PVC,Slope=1.0% CIRCULAR CHANNEL T Manning's Eqn. Q=1.486 A Rz)a Sv2 n Diameter,do(in)= 15 A-Enter Value Diameter,do(ft)= 1.25 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.01 Wetted Hydraulic Hydraulic Section Energy, Area,A Perimeter,P Radius,R Top Width,T Depth,D Factor,Z Q(gpd-8 =VZ/2g Depth,y(ft) Theta(rad) (ft) (ft) (ft) (ft) (ft) m5f) Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.00 0.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.0 13.9 6682.6 1.4 0.03 0.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.1 60.5 29053.5 2.1 0.07 0.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.3 140.9 67644.5 2.7 0.11 0.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 0.6 253.9 121863.8 3.2 0.16 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 0.9 397.1 190623.2 3.7 0.21 0.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 1.3 567.7 272517.7 4.1 0.26 0.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 1.7 762.3 365905.7 4.4 0.31 0.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 2.2 977.0 468950.4 4.7 0.35 0.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 2.7 1207.6 579640.4 5.0 0.39 0.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 3.2 1449.6 695797.4 5.3 0.43 0.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 3.8 1698.1 815072.3 5.5 0.46 0.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 4.3 1947.8 934929.3 5.6 0.49 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 4.9 2192.9 1052614.0 5.8 0.52 0.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 5.4 2427.3 1165095.6 5.9 0.54 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 5.9 2643.7 1268964.2 6.0 0.55 1.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 6.3 2833.8 1360237.8 6.0 0.56 1.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 6.7 2987.4 1433955.5 6.0 0.56 1.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 6.9 3089.9 1483158.0 5.9 0.54 1.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 6.9 3115.2 1495288.9 5.8 0.52 1.25 6.28 1.23 3.93 0.31 0.00 6.5 2900.1 1392065.3 5.3 0.43 8.0 7.0 - 6.0 5.0 i ---.p(GFS) / -V NO / 4.0 / �E(ft) 3.0 2.0 / 1.0 0.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Depth(ft) Appendix G — Stormwater Maintenance Plan Hidden Creek Minor Subdivision Stormwater Maintenance Plan Owner's responsibility for routine inspection and maintenance for all internal property stormwater facilities. 1. Keep the inlets and outlets of the facilities free of leaves, rocks, and other debris. 2. Inspect the facilities periodically, especially after heavy rain events (preferably monthly and after each storm that delivers .5 inches of rainfall). 3. Inspect underground stormwater facilities annually. Clean soil and vegetation buildup to not interfere with flow and infiltration patterns. 4. Clean area drains semi-annually. Remove excess buildup of material to ensure adequate flow. 5. See that litter and other debris are removed in order to improve the flow through the channel when/if trash accumulates. 6. Owner(s)to maintain and fund Operation and Maintenance of stormwater detention facilities per manufacturers recommendation. Lot 1 Owner: Entity: Lot 2 & 3 Owner: Entity: Lot 4 Owner: Entity: Appendix H — ADS Design Specifications PROJECT INFORMATION DENNIS HURT 7 AAM. ENGINEERED PRODUCT �. MANAGER 206-747-8301 DENNIS.HURT@ADSPIPE.COM SiteAssist" ZANE GORDON FOR STORMTECH INSTALLATION INSTRUCTIONS ADS SALES REP 406-208-7992 RU ZANE.GORDON@ADSPIPE.COM L VISIT OUR gpp "l .arr'.6 PROJECT NO. S471630 Advanced Drainage Systems, Inc. HIDDEN CREEK BOZEMAN, MT, USA MC-3500 STORMTECH CHAMBER SPECIFICATIONS IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM 1. CHAMBERS SHALL BE STORMTECH MC-3500. 1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN,IMPACT-MODIFIED POLYPROPYLENE 2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". COPOLYMERS. 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418,"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED STORMTECH RECOMMENDS 3 BACKFILL METHODS: WALL STORMWATER COLLECTION CHAMBERS"CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS,UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD • BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS,THE STRUCTURAL BACKFILL,AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS,SECTION 12.12,ARE MET FOR:1) 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. LONG-DURATION DEAD LOADS AND 2)SHORT-DURATION LIVE LOADS,BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. MAINTAIN MINIMUM-6"(150 mm)SPACING BETWEEN THE CHAMBER ROWS. 6. CHAMBERS SHALL BE DESIGNED,TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12"(300 mm)INTO CHAMBER END CAPS. "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN,CRUSHED,ANGULAR STONE OR RECYCLED CONCRETE;AASHTO M43#3,357,4, LOAD CONFIGURATIONS SHALL INCLUDE:1)INSTANTANEOUS(<1 MIN)AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) 467,5,56,OR 57. MAXIMUM PERMANENT(75-YR)COVER LOAD AND 3)ALLOWABLE COVER WITH PARKED(1-WEEK) AASHTO DESIGN TRUCK. 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING,CHAMBERS SHALL HAVE INTEGRAL,INTERLOCKING 10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN STACKING LUGS. ENGINEER. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL,THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". 11. ADS RECOMMENDS THE USE OF"FLEXSTORM CATCH IT"INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION,a)THE ARCH STIFFNESS CONSTANT SHALL BE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. GREATER THAN OR EQUAL TO 500 LBS/FT/%.THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418.AND b)TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES(ABOVE 73°F/23°C),CHAMBERS SHALL BE PRODUCED NOTES FOR CONSTRUCTION EQUIPMENT FROM REFLECTIVE GOLD OR YELLOW COLORS. 1. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED.UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER,THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • NO RUBBER TIRED LOADER,DUMP TRUCK,OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE • THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR WITH THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". DEAD LOAD AND 1.75 FOR LIVE LOAD,THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN 3. FULL 36"(900 mm)OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. BACKFILL METHOD.ANY CHAMBERS DAMAGED BY USING THE"DUMP AND PUSH"METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. 10. MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER.SEE TECH NOTE#6.32 FOR MANIFOLD SIZING GUIDANCE.DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS,IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL CONTACT STORMTECH AT 1-800-821-6710 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. 11. ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS.TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS,THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. 92025 ADS,INC. PROPOSED LAYOUT: BASIN A *INVERT ABOVE BASE OF CHAMBER Z PROPOSED ELEVATIONS PART TYPE TEM O DESCRIPTION INVERT MAX FLOW o 40 STORMTECH MC-3500 CHAMBERS 4780.75 MAXIMUM ALLOWABLE GRADE(TOP OF PAVEMENT/UNPAVED) LAYOUT 10 STORMTECH MC-3500 END CAPS 4774.75 MINIMUM ALLOWABLE GRADE(UNPAVED WITH TRAFFIC) 24"BOTTOM PRE-CORED END CAP,PART#:MC35001EPP24BC/TYP OF ALL 24"BOTTOM 12 STONE ABOVE(in) PREFABRICATED END CAP A 2.06" x Z 4774.25 MINIMUM ALLOWABLE GRADE(UNPAVED NO TRAFFIC) CONNECTIONS AND ISOLATOR PLUS ROWS x °w 9 STONE BELOW(in) x °J 4774.25 MINIMUM ALLOWABLE GRADE(BASE OF FLEXIBLE PAVEMENT) PREFABRICATED END CAP B 15"TOP PRE-CORED END CAP,PART#:MC35001EPP15T/TYP OF ALL 15"TOP CONNECTIONS 23.39" Y o a 40 STONE VOID U INSTALLED SYSTEM VOLUME(CF) 4774.25 MINIMUM ALLOWABLE GRADE(TOP OF RIGID PAVEMENT) FLAMP C INSTALL FLAMP ON 24"ACCESS PIPE/PART# MCFLAMP LLJ � Z Y s a (PERIMETER STONE INCLUDED) 4773.75 TOP OF STONE MANIFOLD D 15"x 15"TOP MANIFOLD,ADS N-12 23.39" LLI 8046 (COVER STONE INCLUDED) CONCRETE STRUCTURE E (DESIGN BY ENGINEER/PROVIDED BY OTHERS) 10.9 CFS IN Of F- a w m 4772.75 TOP OF MC-3500 CHAMBER C) 2 = z a (BASE STONE INCLUDED) INSPECTION PORT F 4"SEE DETAIL o U w w 2417 SYSTEM AREA(SF) 4771.20 12"TOP MANIFOLD/CONNECTION INVERT Z Z S. 206.1 ISYSTEM PERIMETER(ft) 4770.95 15"TOP MANIFOLD/CONNECTION INVERT W 2i O o a 4769.17 24"ISOLATOR ROW PLUS CONNECTION INVERT N o 0 4769.00 BOTTOM OF MC-3500 CHAMBER m N Z, 4768.25 BOTTOM OF STONE 2 oN U) Z a N 00 N F Z. � U O U a Lu ' z Q �°z Q of xa o a °O DATE DWN CHK 2 0 wa >o 66.98' z 61.08' w° o d� wa �w 0� w� a aw w o Ow 0�O OH x xO Ow w w Of 00 O� Om �z w Z w° zd 0w D Zw ww C w� B o1 O aw A U w= E U ~N w °Z z � °o v ® bu ow co co F = 10 u v E qeo °o Z—=Z v! E H ♦� a U � Of Z w L � �p m 00 co O N� V� U ° °Z V///F//z oQ 00 O am_ N zx J N O w CO O > M �w Z� 0�vo Q=r z�z WO om2 7 p ch 0 Of r a CO NOD O a 0 m Qw V J O O O 5 w, O_00 xOU v2� adw �Q� ago ISOLATOR ROW PLUS w a (SEE DETAIL) N N Z ,q00 PLACE MINIMUM 17.50'OF ADSPLUS125 WOVEN GEOTEXTILE OVER BEDDING m D STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL O �5lw ae CHAMBER INLET ROWS no N SHEET -BED LIMITS 2 OF 6 *INVERT ABOVE BASE OF CHAMBER Z PROPOSED LAYOUT: BASIN B PROPOSED ELEVATIONS PART TYPE TEM O DESCRIPTION INVERT MAX FLOW 32 STORMTECH MC-3500 CHAMBERS 4784.35 MAXIMUM ALLOWABLE GRADE(TOP OF PAVEMENT/UNPAVED) LAYOU 10 STORMTECH MC-3500 END CAPS 4778.35 MINIMUM ALLOWABLE GRADE(UNPAVED WITH TRAFFIC) PREFABRICATED END CAP A CUSTOM PARTIAL CUT END CAP 11.16" 12 STONE ABOVE(in) 4777.85 MINIMUM ALLOWABLE GRADE(UNPAVED NO TRAFFIC) 24"BOTTOM PRE-CORED END CAP,PART#:MC35001EPP24BC/TYP OF ALL 24"BOTTOM x 0 w 2.06" x °J 40 STONE VOID 4777.85 MINIMUM ALLOWABLE GRADE(BASE OF FLEXIBLE PAVEMENT) CONNECTIONS AND ISOLATOR PLUS ROWS Y < o o INSTALLED SYSTEM VOLUME(CF) 4777.85 MINIMUM ALLOWABLE GRADE(TOP OF RIGID PAVEMENT) FLAMP C INSTALL FLAMP ON 24"ACCESS PIPE/PART#:MCFLAMP LLJ < z w Z a MANIFOLD D 15"x 15"CUSTOM MANIFOLD,ADS N-12 11.16" Lu v o a 6622 (PERIMETER STONE INCLUDED) 4777.35 TOP OF STONE CONCRETE STRUCTURE E (DESIGN BY ENGINEER/PROVIDED BY OTHERS) 10.5 CFS IN a Lum (COVER STONE INCLUDED) 4776.35 TOP OF MC-3500 CHAMBER C) 2 = Z (BASE STONE INCLUDED) INSPECTION PORT F 4"SEE DETAIL o U w w 2010 SYSTEM AREA(SF) 4773.53 15"CUSTOM MANIFOLD INVERT 24"X 15"ADS N-12(15"PIPE) 11.16" Z Q f 2 4772.77 24"ISOLATOR ROW PLUS CONNECTION INVERT MANIFOLD G LLI g o 191.8 SYSTEM PERIMETER(ft) 24"X 15"ADS N-12(124"PIPE) 2.06" o a 4772.60 BOTTOM OF MC-3500 CHAMBER N ") o 0 4771.85 BOTTOM OF STONE m N w o = o v < N_ za N 00 N F Z. � U o U a Lu , z Q Q o °z �a o a °o DATE DWN CHK 2 0 wa >o z� wU �O d� wa �w 0� w� a aw w j Ow O. x xO Ow w 00 w wJ Om X. w Z w0 zd M Z� � w �Q � w 0 O a= U wT, x W �~ zZ E °o 00 00 � U 0 v m ® O o� co co u N G E 1 mxo °o B zZ a C in fn °z � w A CD - t)° N E � o° p O �0 O m x co OD <O U Or a F °z oQ ° O aN Q N z0= CO M > �w Z�Cl0�vo < l z�z W omw w 46.75' nog' �a co NOD 52.65' 7.17' v�CD wow, �J CD xO0 lot adw 59.82' �i a0o ISOLATOR ROW PLUS w d a (SEE DETAIL) N N Z moo wl PLACE MINIMUM 17.50'OF ADSPLUS125 WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL o CHAMBER INLET ROWS .0 N SHEET BED LIMITS 3 OF 6 0 ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS x Z AASHTO MATERIAL a x -,Q MATERIAL LOCATION DESCRIPTION COMPACTION / DENSITY REQUIREMENT Y Q CLASSIFICATIONS Lu FINAL FILL:FILL MATERIAL FOR LAYER'D'STARTS FROM THE TOP OF THE'C' < Lu Z a PREPARE PER SITE DESIGN ENGINEER'S PLANS.PAVED (� LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ANY SOIL/ROCK MATERIALS,NATIVE SOILS,OR PER ENGINEER'S PLANS. o U w w D N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND GRADE ABOVE.NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE'D' CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. z z PREPARATION REQUIREMENTS. LLI � LAYER o w INCD °w w AASHTO M145' 0 m ur ?o INITIAL FILL:FILL MATERIAL FOR LAYER'C'STARTS FROM THE TOP OF THE GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES,<35%FINES OR A-1,A-2-4,A-3 BEGIN COMPACTIONS AFTER 24"(600 mm)OF MATERIAL OVER = N U Z< PROCESSED AGGREGATE. THE CHAMBERS IS REACHED.COMPACT ADDITIONAL LAYERS IN cal 0 0 C EMBEDMENT STONE('B'LAYER)TO 24"(600 mm)ABOVE THE TOP OF THE OR 12"(300 mm)MAX LIFTS TO A MIN.95%PROCTOR DENSITY FOR CHAMBER.NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE'C' `n MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WELL GRADED MATERIAL AND 95%RELATIVE DENSITY FOR .. w Z LAYER. LAYER. AASHTO M43' PROCESSED AGGREGATE MATERIALS. r p a o 3,357,4,467,5,56,57,6,67,68,7,78,8,89,9, 10 o of o 0 Nw DATE DWN CHK 2- B EMBEDMENT STONE:FILL SURROUNDING THE CHAMBERS FROM THE CLEAN,CRUSHED,ANGULAR STONE AASHTO M43' j a s NO COMPACTION REQUIRED. >w FOUNDATION STONE(W LAYER)TO THE'C'LAYER ABOVE. OR RECYCLED CONCRETE 3,357,4,467,5,56,57 a Z� w U FOUNDATION STONE:FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO CLEAN,CRUSHED,ANGULAR STONE AASHTO M43' w A PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 d° THE FOOT(BOTTOM)OF THE CHAMBER. OR RECYCLED CONCRETEs 3,357,4,467,5,56,57 wa �w U� w� PLEASE NOTE: o m 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY.THE STONE MUST ALSO BE CLEAN,CRUSHED,ANGULAR.FOR EXAMPLE,A SPECIFICATION FOR#4 STONE WOULD STATE:"CLEAN,CRUSHED,ANGULAR NO.4(AASHTO M43)STONE". xx 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FORA'LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9"(230 mm)(MAX)LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION,FOR STANDARD DESIGN LOAD CONDITIONS,A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT.FOR SPECIAL LOAD DESIGNS,CONTACT STORMTECH FOR o Z COMPACTION REQUIREMENTS. 0. 4. ONCE LAYER'C'IS PLACED,ANY SOIL/MATERIAL CAN BE PLACED IN LAYER'D'UP TO THE FINISHED GRADE.MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER'C'OR'D'AT THE SITE DESIGN ENGINEER'S DISCRETION. o 6 5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS'A'OR'B'THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20"RECYCLED CONCRETE STRUCTURAL BACKFILL". w= 0LL 00 w� �J om oeNz w wo ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL PAVEMENT LAYER(DESIGNED o w AROUND CLEAN,CRUSHED,ANGULAR STONE IN A&B LAYERS BY SITE DESIGN ENGINEER) w a I w� 1 o1 w 'TO BOTTOM OF FLEXIBLE PAVEMENT.FOR UNPAVED $' M W INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, - PERIMETER STONE Q II j�U II _//II��U IIU II��/f ,�U II��//Il��i/Il��i/III ' Il��i/II i/II II �i/Il j i/I C Ih��i/III i/I I /Ili/� INCREASE COVER To za �soo mm� (.4Am) w o� (SEE NOTE 4) i_ i_ i r_ i_ < i i _ _, _ _ , _ (450 mm)MIN` z z X o0 r.- 12"(300 mm)MIN w © ® ° K l f� U s L W Z 3 EXCAVATION WALL **THIS CROSS SECTION DETAIL REPRESENTS v E 3:(CAN BE SLOPED OR VERTICAL) = n n ' (1140 mm) MINIMUM REQUIREMENTS FOR INSTALLATION. d z z PLEASE SEE THE LAYOUT SHEET(S)FOR F > 0 0 PROJECT SPECIFIC REQUIREMENTS. o L N _o O E O n� A00 �+ op 9"(230 mm)MIN rJ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ = oZ _ SEE NOTE 3 w- 6" 150 mm MIN IIIII II IIIII IIII III III II III IIIII IIIIIII IIIIIII IIIII III = I=III— ( ) ( ) IIIIIIIIIII IIIIIII III III IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII�ii —III, III II IIIIIIIIIIIIIIIIIIIIIIIIII IIIII6IIII I 'IIiIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII MC-3500 150 mm MINI li 77„(1950 mm) 12"(300 mm)MIN °o END CAP SUBGRADE SOILS ( ) aw Z= (SEE NOTE 3) >N °- J O ¢w CO c) > NOTES: _w Z Cl0�o Q=Cl Z�Z Lu r Om2 w 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418,"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS"CHAMBER CLASSIFICATION 45x76 Q�c OD DESIGNATION SS. v o w 2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS a d 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE(ALLOWABLE BEARING CAPACITY)OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION a 0 FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.REFERENCE STORMTECH DESIGN MANUAL FOR BEARING CAPACITY GUIDANCE. w d a 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. =o 0 wo 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: Z= • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING,CHAMBERS SHALL HAVE INTEGRAL,INTERLOCKING STACKING LUGS. 00 • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL,THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". _ a • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION,a)THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 500 LBS/FT/%.THE ASC IS DEFINED IN SECTION 6.2.8 OF SHEET ASTM F2418.AND b)TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES(ABOVE 73-F/23-C),CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 4 OF 6 0 INSTALL FLAMP ON 24"(600 mm)ACCESS PIPE PART#:MCFLAMP COVER PIPE CONNECTION TO END CAP WITH ADS x o GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-3500 CHAMBER OPTIONAL INSPECTION PORT Q X 0 m 0 a LLI Q Lu 0 y STORMTECH HIGHLY RECOMMENDS W ? Z Lu Lu a U oa FLEXSTORM INSERTS IN ANY UPSTREAM Dull /i oUu ✓fu li u. au ull t/u�/r 11 nu ,/u.^q 11 uo ull� II qll rilljf ull ulr ✓nl qu uu Jril yu^u lip ull ull.�/ill ull nu^fitly - - ull /iu:uu /!u uii��i^II //ir.� � � U N w STRUCTURES WITH OPEN GRATESLu Jl II^//III+II /F II +/II //I //II I/II�_/l 11 //II //I. //11 /II //.IY�✓//II nll /I��//I //11�(/II I/1 /(II.^�/1 //II�!/:I II nll +/III^/III //Ny//I:�/J 11 nll�_/ I��H"II //II //Ily_/+II //IY /+Ilf I/II //ll cQ 0 N �!/�\�(I�l� \�/!\\�//\\�//�\\/(`\�/lam\�!/\\�//\\f//�\�i/�\�/ \�//�.\/J\\gin\\�i/\\�,/I \r//j\�f)�\N(/\\�//\\�/l�\�//\\�//� \�,(/�\�i/\\�/j \�"//\\�/(�\�/1���!/�\�/j.. \JJ \�//\\�//�\�✓J�\�//\\�//�\f+/.ti\y/l�\�. C 0 O Q I�/JW //II� II J/II //II^/III nll //III/r 11 /(I //II�//II //II III //II //II +(II��//II /rll'�I✓II /l 1 //II^//II //Il��ff /II //I /I III/III //II //II^/!II )j 11�^/ I��J/III n /l lf�//II J/li J(II�/lll /+III ^^ w (� � IJ ~ - - N ww /f\i.I/\y+/\4+/\\:h// // f/�\ //�mil/\�!(\ // /+\ //�\.�I/�i+(\y+/\�✓/� +/ /�i//h y//\i//\i//\\�I/\:i// //a i.�/ �/+.\\\IJ\i//\ 1+ \//\ /(\i//.\�F(��i _ //II //II^ul 1/II //II^/l 1 //II //II //II //II nll^/( //II //��_n 11 nll //II��//II //II /+II f/II I)II^J/II /(III? /J II +/II //IY��//II //II ,111^(/li ✓/III! Ifs✓/14//II /!II�/+III//II /lll //II //III �_ m ll) W p Ii//�\1,n�F�/+v.\\(�..\�,1�1//.��\\�//\l�(1\l�/+\\\//\\�!/�.\\,/( \�J/�\�+/. \�//�\�/(�\�!/�:.\�//�\�/f�\i//��\�/l�\�!/�.\i+l.�.\�n�\�. /(.t�\�/(\\�//�\�//�\�//\\mil/\.1�+/�\�//�\�I/. �(/�l\/1\)\.//\\�//\l�n\\�//\\�✓F\li//\\�... H H N ,nu ufl^uil ml,/f lru uu uuyu liu�uli'^ a /nl�: a�un /ru^n rv��nu ull�//.ti uul uu�,/u^u¢ ��vll ml✓U:uwru ull /nl�uu nui Iuu nu Uu�l�n /rn nOr�'Uu ul I N H 0 i;/luT/lll;�ull, lr/n�;nu /ru viu,'auu cno /ui rnlvfu, /fpwiu�onu /i1r,�nll�ou u��uu /fn�/luy�uu //1 ry��nu^n u�o/;al;�uu /ial�onlr,�nlyo/r u��/ lyliu�//u�rJu��nn-.nucol n��lnl�_u n N 00 ~ `Z a w a MC-3500 END CAP 0 w Z a 0 �Z Q o a • u 1rJ � d °o DATE DWN CHK 2 U >p z~ �O d� wa U SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24"[600 mm]MIN RECOMMENDED) z z 24"(600 mm)HDPE ACCESS PIPE REQUIRED USE °o FACTORY PRE-CORED END CAP ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN °o PART#:MC35001EPP24BC OR MC35001EPP24BW FOUNDATION STONE AND CHAMBERS o W 8.25'(2.51 m)MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS o w 00 MC-3500 ISOLATOR ROW PLUS DETAIL w l NTS 02 �z w0 wa c�w zw z� ww �Q U� W� INSPECTION & MAINTENANCE NYLOPLAST 8"LOCKING SOLID o a w 12"(300 mm)MIN WIDTH U w COVER AND FRAME STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT U ~ IF PRESENT 0 CONCRETE COLLAR/ASPHALT OVERLAY w Z z A. INSPECTION PORTS ( ) 8"(200 mm)MIN THICKNESS OF ASPHALT NOT REQUIRED FOR GREENSPACE OR A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN °o OVERLAY AND CONCRETE COLLAR "o A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED NON-TRAFFIC APPLICATIONS ® O A.3. USING A FLASHLIGHT AND STADIA ROD,MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG z mo A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS(OPTIONAL) j r y fj A.5. IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. -1 / o 0 B. ALL ISOLATOR PLUS ROWS %��!�� II� ��I1� /j; 8"NYLOPLAST UNIVERSAL DRAIN BODY `� o z< B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS f/ _II (PART#2708AG41PKIT)OR TRAFFIC RATED F fit "Z B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE ASPHALT OVERLAY FOR E L i) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRY TRAFFIC APPLICATIONS a L N�' 00 ii o11 4 FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE 0 E ~ "(100 mm)SDR 35 PIPE B.3. IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. CONCRETE COLLAR a a o 0 00 U STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS Z A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45"(1.1 m)OR MORE IS PREFERRED STORMTECH CHAMBER o 0 B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN a W C. VACUUM STRUCTURE SUMP AS REQUIRED ( ) co 0 4" 100 mm INSERTA TEE o Z TO BE CENTERED ON CORRUGATION VALLEY No a w m co > STEP 3) REPLACE ALL COVERS,GRATES,FILTERS,AND LIDS;RECORD OBSERVATIONS AND ACTIONS. Z M o�o Q=r z z aw STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. w - 0.w np h oof� �a co NOD NOTES J OD SOU �Q 3 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION.ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS 4 Z o 0 OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. NOTE: m 0 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. o o o w <l0 aDw 000e 4" PVC INSPECTION PORT DETAIL =oQ (MC SERIES CHAMBER) SHEET NTS 5 OF 6 0 MC-3500 TECHNICAL SPECIFICATION NTS VALLEY 86.0"(2184 mm) X 0 w CREST INSTALLED a x m STIFFENING RIB W Q � 6Lu Z CREST WEB LV z Z Y s Q STIFFENING RIB < cu F LOWER JOINT U � = F.i CORRUGATION z z o c) w LLI 2i 0 N o� 0 N O co w 00 m N r- w o CJ 7 z r N U) a HO FOOT N 00 N F zN N o U a W ' z Q Z Q �a UPPER JOINT CORRUGATION a DATE DWN CHK x ww BUILD ROW IN THIS DIRECTION b �o a� 90.0"(2286 mm) w o ACTUAL LENGTH xoo d� wa �w �x 45.0" 45.0" w 22.2" o (1143 mm) (1143 mm) (564 mm) INSTALLED oZ o° 0 ow 77.0" 75.0" w (1956 mm) ol(1905 mm) o 6 w> NOMINAL CHAMBER SPECIFICATIONS x SIZE(W X H X INSTALLED LENGTH) 77.0"X 45.0"X 86.0" (1956 mm X 1143 mm X 2184 mm) °Z CHAMBER STORAGE 109.9 CUBIC FEET (3.11 ml) w o MINIMUM INSTALLED STORAGE` 175.0 CUBIC FEET (4.96 m') Z w WEIGHT 134 lbs. (60.8 kg) w 25.7" w 1 NOMINAL END CAP SPECIFICATIONS (653 mm) o MC-SERIES END CAP INSERTION DETAIL SIZE(W X H X INSTALLED LENGTH) 75.0"X 45.0"X 22.2" (1905 mm X 1143 mm X 564 mm) O a NTS END CAP STORAGE 14.9 CUBIC FEET (0.42 ml) MINIMUM INSTALLED STORAGE" 45.1 CUBIC FEET (1.28 ml) U o w WEIGHT 49lbs. (22.2 kg) � 00 STORMTECH END CAP 2i 'ASSUMES 12"(305 mm)STONE ABOVE,9"(229 mm)STONE FOUNDATION,6"SPACING BETWEEN ® O o N 12" 300 mm CHAMBERS,6"(152 mm)STONE PERIMETER IN FRONT OF END CAPS AND 40%STONE POROSITY MIN SEPARATION wo o0 STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH"B" ` cn —0 Q 12"(300 mm)MIN INSERTION STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH"T" B r j o Z END CAPS WITH A WELDED CROWN PLATE END WITH"C" -9fl E L S Fo END CAPS WITH A PREFABRICATED WELDED STUB END WITH"W" L -0 N °0 PART# STUB B C E W N~ MANIFOLD STUB °? a a MC35001EPP06T 6"(150 mm) 33.21"(844 mm) --- U O c MC35001EPP06B --- 0.66"(17 mm) Z MANIFOLD HEADER / °a MC35001EPP08T g^(200 mm) 31.16"(791 mm) --- a MC35001EPP08B --- 0.81"(21 mm) o z 0 MC35001EPP10T 10"(250 mm) 29.04"(738 mm) C mom <w MC35001EPP10B --- 0.93"(24 mm) z v O�o MC35001EPP12T 12"(300 mm) 26.36"(670 mm) w=O o N MC35001EPP12B --- 1.35"(34 mm) MANIFOLD HEADER MC35001EPP15T 23.39"(594 mm) CUSTOM PRECORED INVERTS ARE co o w o 15"(375 mm) ~Q d m-i w MC35001EPP15B --- 1.50"(38 mm) AVAILABLE UPON REQUEST. o o o a MANIFOLD STUB INVENTORIED MANIFOLDS INCLUDE (J 00 wx o w MC35001EPP18TC _ a a MC35001EPP18TW 20.03"(509 mm) 12-24"(300-600 mm)SIZE ON SIZE W a° 1 18"(450 mm) AND 15-48"(375-1200 mm) Z o 0 MC35001EPP18BC w f a 1.77"(45 mm) ECCENTRIC MANIFOLDS.CUSTOM m d 12" 300 mm MC35001EPP18BW INVERT LOCATIONS ON THE MC-3500 N z mo MIN SEPARATION MC35001EPP24TC END CAP CUT IN THE FIELD ARE NOT o w a MIN INSERTION 14.48"(368 mm) RECOMMENDED FOR PIPE SIZES MC35001EPP24TW I 0 24"(600 mm) GREATER THAN 10"(250 mm).THE <5 it MC35001EPP24BC ` 0016 MC35001EPP24BW --- 2.06"(52 mm) INVERT LOCATION IN COLUMN'B' ARE THE HIGHEST POSSIBLE FOR a NOTE:MANIFOLD STUB MUST BE LAID HORIZONTAL MC35001EPP30BC 30"(750 mm) 2.75"(70 mm) THE PIPE SIZE. SHEET FOR A PROPER FIT IN END CAP OPENING. G O F G V NOTE:ALL DIMENSIONS ARE NOMINAL V I I 1 b 1p 'MIN N A L •1 Ah R f �c � r 00 ,j, of ? v oo O ao v oo C Co K '0000 Z n Z _ � -u 04 N 6 O 0 w e Z � � ;u m 0 „� f J I 1% ...a o m c L � c �: " OSV1 CII �� (i� r i t ♦ ♦ \ V 1i > -� O �o m m co �.. ........ cn cP --� Q► c!` Z m m03 � x Z - r I� � m ; Z � mZ Z _ m ---10 mom - - -1n � � -p c � � i cn x a n; v oo c I � m F 1 XOz - I �l � � -+ -v zo < - Ul C u ii � — v, � 0 I -u m ,i sm j, mho cn — W o �► o0 I O < I o r II Zm I z � I > � m I i I , gyo m , _ D X G) m I T � m ug -+ ( ii F --gym I . fn � 0 oI ( Ap J w O Z '� � z 0zo ( � G� , -o � ;u 0 1 o m 1', —� r - ya :U s ( I o 1 _ m T = *tip I � i � AADS. User Inputs Results Chamber Model: MC-3500 System Volume and Bed Size Outlet Control Structure: Yes Installed Storage Volume: 7511.81 cubic ft. Project Name: Hidden Creek Basin A Engineer: WWC Engineering Storage Volume Per Chamber: 109.90 cubic ft. Number Of Chambers Required: 37 Project Location: Montana Number Of End Caps Required: 10 Measurement Type: Imperial Chamber Rows: 5 Required Storage Volume: 7225 cubic ft. Stone Porosity: 40% Maximum Length: 67.01 ft. Maximum Width: 36.68 ft. Stone Foundation Depth: 9 in. Approx. Bed Size Required: 2264.20 square ft. Stone Above Chambers: 12 in. Average Cover Over Chambers: N/A. Design Constraint Dimensions: (40 ft.x 70 ft.) System Components Amount Of Stone Required: 306 cubic yards Volume Of Excavation(Not Including 462 cubic yards Fill): Total Non-woven Geotextile Required:756 square yards Woven Geotextile Required(excluding88 square yards Isolator Row): Woven Geotextile Required(Isolator 72 square yards Row): Total Woven Geotextile Required: 159 square yards Impervious Liner Required: 0 square yards EMBEDMENT STONE SHALLBEACLEAN,CRUSHED AND ANGULAR GRANULAR WELL-GRADED SO IVAGGREGATEMD(TURES,<35% STONE WITH AN AASHTO M43 DESIGNATION BETWEEN 83 AND 84 FINES,COMPACT IN 12"(300 mm)MAX LIFTS TO 95%PROCTOR CHAMBERS SHALL MEET ASTM F2418"STANDARD DENSITY.SEE THETABLE OF ACCEPTABLE FI LLMATERIALS. SPECIFICATION FOR POLYPROPLENE(PP)CORRUGATED CHAMBERS SHALL BEDESIGNED INACCORDANCEYNTHASTM F2787 WALL STORMWATER COLLECTION CHAMBERS". "STANDARD PRACTICEFOR STRUCTURAL DESIGN OF THERu1OPLASTIC CORRUGATED WALL STOLMWATER COLLECTION CHAMBERS". ADS GEOSYNTHETICS 801T NONWOVEN GEOTB(TILE ALLAROUND CLEAN,CRUSHED, PAVEMENT LAYER(DESIGNED ANGULAR EMBEDMENT STONE BYSITE DESIGN ENGINEER) �yyy�y PERIMET ER STONE i U`raL aoiF,•pi HN ,�bI, 1��Ib +vu gi a bN,�(x„rlop•annti!'0auvr n��n.brs.n l INrxh crUM ( Is") MAX) a�. ,fir s. a y � ti-� 450 mm MIN` I 12"(300 mm)MIN EXCAVATION WALL (CAN BE SLOPED OR\.ERTI CAL) 45 (1140 M) —�DEPTH OFSTONE TO BE DETERMINED 5"(150 mm)MIN BY SITE DESIGN ENGINEER 9"(230—)MIN MC-3500 8" 77"(1950 mm) 12"(300 mm)TYP END CAP (150 mm)MIN SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS W INMLM COVER TO BOTTOM OF FLBUBLE PAVEMENT.FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,INCREASE COVER TO 24" AADS. User Inputs Results Chamber Model: MC-3500 System Volume and Bed Size Outlet Control Structure: Yes Installed Storage Volume: 6778.62 cubic ft. Project Name: Hidden Creek Basin B Engineer: WWC Engineering Storage Volume Per Chamber: 109.90 cubic ft. Number Of Chambers Required: 33 Project Location: Montana Number Of End Caps Required: 10 Measurement Type: Imperial Chamber Rows: 5 Required Storage Volume: 6531 cubic ft. Stone Porosity: 40% Maximum Length: 59.85 ft. Maximum Width: 36.68 ft. Stone Foundation Depth: 9 in. Approx. Bed Size Required: 2050.88 square ft. Stone Above Chambers: 12 in. Average Cover Over Chambers: N/A. Design Constraint Dimensions: (40 ft.x 65 ft.) System Components Amount Of Stone Required: 278 cubic yards Volume Of Excavation(Not Including 418 cubic yards Fill): Total Non-woven Geotextile Required:689 square yards Woven Geotextile Required(excluding88 square yards Isolator Row): Woven Geotextile Required(Isolator 63 square yards Row): Total Woven Geotextile Required: 151 square yards Impervious Liner Required: 0 square yards EMBEDMENT STONE SHALLBEACLEAN,CRUSHED AND ANGULAR GRANULAR WELL-GRADED SO IVAGGREGATEMD(TURES,<35% STONE WITH AN AASHTO M43 DESIGNATION BETWEEN 83 AND 84 FINES,COMPACT IN 12"(300 MM)MAX LIFTS TO 95%PROCTOR CHAMBERS SHALL MEET ASTM F2418"STANDARD DENSITY.SEE THETABLE OF ACCEPTABLE FI LLMATERIALS. SPECIFICATION FOR POLYPROPLENE(PP)CORRUGATED CHAMBERS SHALL BEDESIGNED INACCORDANCEYNTHASTM F2787 WALL STORMWATER COLLECTION CHAMBERS". "STANDARD PRACTICEFOR STRUCTURAL DESIGN OF THERu1OPLASTIC CORRUGATED WALL STOLMWATER COLLECTION CHAMBERS". ADS GEOSYNTHETICS 801T NONWOVEN GEOTB(TILE ALLAROUND CLEAN,CRUSHED, PAVEMENT LAYER(DESIGNED ANGULAR EMBEDMENT STONE BYSITE DESIGN ENGINEER) �yyy�y PERIMET ER STONE i U`raL aoiF,•pi gi a bN,�(x„rlop•annti!'0auvr n��n.brs.n l INrxh crUM ( Is") ) a y ti-� a'r s- 450MM MIN` I 12"(300 mm)MIN EXCAVATION WALL (CAN BE SLOPED OR\.ERTI CAL) 45 (1140 M) -T DEPTH OFSTONE TO BE DETERMINED 8"(150 mm)MIN BY SITE DESIGN ENGINEER 9"(230 mm)MIN MC-3500 8" 77"(1950 M) 12"(300 mm)TYP END CAP (150 mm)MIN SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS W INMLM COVER TO BOTTOM OF FLBUBLE PAVEMENT.FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,INCREASE COVER TO 24" Appendix I — RainVault Design Specifications AQUACELL DESIGN INFORMATION MODULE CONFIGURATION: SC 3.0 TOTAL SYSTEM STORAGE VOLUME: 2,032 CF TOP OF COVER STONE ELEVATION (12"): 105.02 NO.OF AQUACELL MODULES: 27 AQUACELL MODULE STORAGE VOLUME: 803 CF TOP OF MODULE ELEVATION: 104.02 DESIGN TRAFFIC LOADING: HS-20 STONE STORAGE VOLUME(40%VOID RATIO): 1,229 CF MODULE INVERT: 100.00 STONE BASE INVERT(60"): 95.00 NOTE: ELEVATIONS PROVIDED FOR REFERENCE. REFER TO CIVIL PLANS FOR ACTUAL ELEVATION INFORMATION. 35'-5" 2'-0"STONE PERIMETER INLET PIPE CONNECTION z z z z in i z i n- z i z i i i z i i i 12" MAINTENANCE PORT AQUACELL SC 3.0 MODULE (TYP. OF 1) (TYP. OF 27) 0 5' 10' SCALE 1"= 5' DATE SHEET NO. (wavin) AQUACELL UNDERGROUND DETENTION SYSTEM AQUACELL SITE SPECIFIC 02/14/2025 ACFwESTNC. DETAILED SYSTEM LAYOUT DESIGN TO BE REVIEWED 2 AND APPROVED BY DRAFTED BY HIDDEN CREEK ENGINEER OF RECORD DJP f AquaCell GEO THETICS BOZEMAN, MT PRIOR TO PRODUCT O 1 PURCHASE AND ACF WEST PROJECT NUMBER r FOR ADDITIONAL INFORMATION PLEASE CONTACT: SITE DESIGNATION: UGDS CONSTRUCTION. 25-003MT J ACF WEST 1 1-800-423-4567 1 WWW.ACFWEST.COM 29 - Stormwater Gallatin County Rest Home Stormwater Report STORMWATER MANAGEMENT DESIGN REPORT FOR: Gallatin County Rest Home Bozeman, MT Prepared By: NOW A PART OF MADISON ENGINEERING '00oh"wETC ENGINEERING WWC/Madison Engineering 895 Technology Drive, Suite 203 Bozeman, MT 59718 (406) 586-0262 January 2025 M NOW A PART OF MADISON ENGINEERING �C ' ENGINEERING 895 Technology Boulevard,Suite 203,Bozeman,MT 59718 1406.586.0262 Gallatin County Rest Home Stormwater Design Report A. Introduction This design report overviews the stormwater system for the existing Gallatin County Rest Home located between South of Juniper Street, East of Matheson Way and North of Durston Rd. The purpose of this report is to verify that the stormwater runoff from the Gallatin County Rest Home will not impact the undeveloped lot directly to the north. There are some anticipated changes to the existing Gallatin County Rest Home parking lot with the development of the lot directly north which includes easements and minor grading changes for the north end of the Gallatin County parking lot. The property's legal description is defined as COS 2439 S01, T02 S R05 E, Parcel B Acres 9.8. Proposed modifications to the existing parking lot include grading changes to the parking lot to ensure stormwater flow does not encroach on the neighboring property to the north, the construction of a stormwater retention pond, and moving an existing culvert to direct runoff to the proposed pond. Piping, grading, and asphalt sheet flow will be utilized to channel water to the designated locations. The retention basins have been sized to accommodate the runoff from a 10-year, 2-storm event, while the existing stormwater pipe has been verified to handle the runoff from a 25-year storm event. The following references were used in the preparation of this report: a. City of Bozeman Modifications to Montana Public Works Standard Specifications. Seventh edition, addendum No 3. b. City of Bozeman Design Standards and Specifications Policy, March 2004. Addendum #7 c. Circular DEQ 8, Montana Standards for Subdivision Storm Drainage, 2002 Edition B. Existing Stormwater Facilities. This property currently houses the Gallatin County Rest Home and does not have existing stormwater infrastructure within its boundaries. Stormwater from the northern section of the site either sheet flows across the asphalt, or gets piped from the landscaped area towards the undeveloped area to the north of the rest home. The planned retention basin will collect the stormwater from the rest home that currently ends up on the northern undeveloped lot. C. Native Soils and Groundwater Data Groundwater monitoring wells were installed across the northern undeveloped site. Monitoring occurred during peak periods between May 2024 and July 2024. Groundwater was not observed Page 1 of 3 during this time. A geotechnical report, conducted by IMEG in August 2024, found consistent soil conditions across the property with test pits revealing layers of native topsoil, silt/clay, and sandy gravel at varying depths. This report was conducted for the undeveloped portion of the lot directly to the north since there was no recorded geotechnical report for the Gallatin County Rest Home. D. Stormwater Runoff and Basin Calculations A 25-year, 2-hour design rainfall frequency was used for calculating the capacity required of storm sewer inlet and piping facilities per City of Bozeman (COB) Design Standards. A 10-year, 2-hour storm intensity was used in calculating the required basin capacity via the rational method in accordance with the COB Design Standards. A runoff coefficient (C) of 0.90 was used for impervious areas and a runoff coefficient (C) value of 0.20 was used for landscaped areas. An average C values of 0.47 was calculated for this site's drainage basin. Based on the COB Design Standards, Table 1-1 Runoff coefficients (C) for Use in the Rational Formula Dense Residential Runoff Coefficient equals 0.50. To be conservative and provide adequate retention, a runoff coefficient of 0.55 was used for the stormwater calculations. Table 1 below illustrates the used runoff coefficients and areas of each basin. Table 2 provides a summary of the calculated required and provided storage of the drainage basin. Refer to Appendix C— Stormwater Runoff Calculations and Appendix D—Stormwater Retention Calculations. Table 1: Stormwater Basin Run-Off Calculations Basin Weighted C Total Area Impervious Landscaped (sf) Area (sf) Area (sf) A 0.55 45,169 15,799 29,370 Table 2: Stormwater Retention Basin Calculations Basin Required Storage (cf) Provided Storage (cf) A 1,675 2,174 E. Stormwater Runoff Basin Locations The proposed private stormwater collection and retention system was designed to convey a 10- year, 2-hour storm event per COB Design Standards. The conveyance system within Basin A includes curb and gutters, sheet flow, and piping that directs stormwater runoff to a proposed retention pond on the northwest corner of the Gallatin County Rest Home's lot. The pond has been oversized to provide sufficient stormwater retention and is designed to remain above the highest groundwater elevation. The bottom of the pond will have a column dug to native gravels and filled with wash rock to ensure proper drainage. The planned location of the pond currently houses a storage shed that will be removed to allow room for the retention pond. F. Stormwater Piping Capacity Calculations. Page 2 of 3 One corrugated metal pipe is being used as a culvert to direct water from the landscaped area next to the building to the undeveloped northern lot. This pipe is planned to be moved to direct the water from the landscaped area to the proposed detention pond. The existing pipe size was verified using Manning's Equation for circular channels which calculates the capacity of the pipes to handle stormwater flow at a specified grade. This site exhibits existing grades sloping from south to north at approximately 2.00%. A conservative slope of 3.0% was used for the stormwater run-off calculations to account for potential increases in peak runoff. This pipe is currently sloped at 2.00%. Keeping the pipe at this slope will provide enough capacity to convey stormwater. For detailed calculations, refer to Appendix B — Stormwater Pipe Capacity Calculations. Table 3—Piping Schedule Basin Pipe Size (in) Pipe Slope Peak Runoff(cf) Provided Runoff(cf) A 12 2.0% 0.84 2.9 G. Stormwater Retention/Infiltration Basin All the stormwater runoff from the site is proposed to be conveyed to an on-site retention basin and ultimately infiltrate into native gravels. The retention storage volumes were sized based on the 10-year, 2-hour design rainfall frequency per the COB Design Standards. The rational method was used to determine post-development stormwater flows. The calculations for the stormwater storage facility is included in Appendix D — Stormwater Retention Calculations of this report. All impervious surface runoff is conveyed to the retention system and will then infiltrate into the ground. H. Conclusion The proposed stormwater drainage facilities for the Gallatin County Rest Home have adequate capacity to accommodate the 25-year storm event per COB Design Standards. The proposed retention facility has adequate capacity to accommodate the 10-year, 2-hour event required per COB Design Standards. Based on the calculations provided in the Appendices, the proposed system has adequate capacity to handle the predicted stormwater. Appendices A. Stormwater Runoff Exhibit B. Stormwater Piping Calculations C. Stormwater Runoff Calculations D. Stormwater Retention Calculations Page 3 of 3 K:\Bozeman\United Housing Partners LLC\2024201 Hidden Creek 4\08Reports\GCRH Storm\Gallatin Rest Home Stormwater Report.dwg 11X17 PORTRAIT(2)3/14/2025 1:13:56 PM EXISTING SHED 5X5 WASHED TO BE REMOVED ROCK TO BE AND REPLACED EXISTING CULVERT EXCAVATED DOWN WITH STORM POND TO BE MOVED TO PROPERTY LINE TO NATIVE DIRECT WATER RUNOFF GRAVELS TO \ \ TOWARDS STORM POND ENSURE PROPER DRAINAGE.' � / I BASIN A DRAINAGE AREA LEGEND IMPERVIOUS AREA AREASCAPED [I � [ 7 � I � I� [] GALLATIN COUNTY REST HOME N � I � I [] cn I co � I � I � [] cn) i a a � I o N i co y 1 V) JL 1 0 25' 50, SS SS SS SCALE: 1"=50' — _ SS SS W W _ SD SD-SD - --- SD-SD SD_ --- --- SD LOT 2 IS AN EXISTING DEVELOPED SITE CONTAINING THE GALLATIN COUNTY REST HOME. THE PROPOSED BASIN ON THE NORTHWEST PORTION OF THE LOT ACCOUNTS FOR ALL RUNOFF THAT WOULD DRAIN TOWARD LOT 1 TO THE NORTH. THE REMAINDER OF THE EXISTING SITE IS GRADED SUCH THAT THE RUNOFF IS DISCHARGED OFF-SITE, AWAY FROM LOT 1. THE DRAINAGE ARROWS IN THIS EXHIBIT SHOW THE RUNOFF BEHAVIOR DUE TO THE EXISTING GRADE. SINCE THE IMPERVIOUS AREA WILL NOT BE INCREASED, THE STORM WATER SYSTEM WILL REMAIN AS IT EXISTS. VI o = o Im UNITED HOUSING PARTNERS PREPARED BY NO. REVISION BY DATE 1m *> ct `7�7��T z o W o HIDDEN CREEK SUBDIVISION �VV VYCENCINEERING m n W W 895 TECHNOLOGY BLVD.,SUITE 203 < STORMWATER RUNOFF EXHIBIT BOZEMAN,MT 59718 v v (406)586-0262 GALLATIN COUNTY, MONTANA www.wwcengineering.com PROJECT NO.2024201 Gallatin County Rest Home 12"CMP Slope=2.0% CIRCULAR CHANNEL T Manning's Eqn. Q=1.486 A Rz)a Sv2 n Diameter,do(in)= 12 A-Enter Value Diameter,do(ft)= 1 THETA Units= 1.486 n= 0.024 Slope,S(ft/ft) 0.02 Wetted Hydraulic Hydraulic bection hnergy, Area,A Perimeter,P Radius,R Top Width,T Depth,D Factor,Z Q(gpd-8 =VZ/2g Depth,y(ft) Theta(rad) (ft) (ft) (ft) (ft) (ft) m5)2) Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.00 0.05 0.90 0.01 0.45 0.03 0.44 0.03 0.00 0.0 5.9 2823.3 0.9 0.01 0.10 1.29 0.04 0.64 0.06 0.60 0.07 0.01 0.1 25.6 12274.9 1.4 0.03 0.15 1.59 0.07 0.80 0.09 0.71 0.10 0.02 0.1 59.5 28579.4 1.8 0.05 0.20 1.85 0.11 0.93 0.12 0.80 0.14 0.04 0.2 107.3 51486.7 2.1 0.07 0.25 2.09 0.15 1.05 0.15 0.87 0.18 0.06 0.4 167.8 80537.1 2.4 0.09 0.30 2.32 0.20 1.16 0.17 0.92 0.22 0.09 0.5 239.9 115137.0 2.7 0.11 0.35 2.53 0.24 1.27 0.19 0.95 0.26 0.12 0.7 322.1 154592.9 2.9 0.13 0.40 2.74 0.29 1.37 0.21 0.98 0.30 0.16 0.9 412.8 198128.7 3.1 0.15 0.45 2.94 0.34 1.47 0.23 0.99 0.34 0.20 1.1 510.2 244894.5 3.3 0.17 0.50 3.14 0.39 1.57 0.25 1.00 0.39 0.25 1.4 612.4 293970.1 3.5 0.19 0.55 3.34 0.44 1.67 0.26 0.99 0.44 0.30 1.6 717.4 344363.0 3.6 0.20 0.60 3.54 0.49 1.77 0.28 0.98 0.50 0.35 1.8 822.9 395001.9 3.7 0.22 0.65 3.75 0.54 1.88 0.29 0.95 0.57 0.41 2.1 926.5 444723.0 3.8 0.23 0.70 3.96 0.59 1.98 0.30 0.92 0.64 0.47 2.3 1025.5 492245.7 3.9 0.24 0.75 4.19 0.63 2.09 0.30 0.87 0.73 0.54 2.5 1116.9 536129.6 3.9 0.24 0.80 4.43 0.67 2.21 0.30 0.80 0.84 0.62 2.7 1197.3 574692.1 4.0 0.24 0.85 4.69 0.71 2.35 0.30 0.71 1.00 0.71 2.8 1262.2 605837.4 4.0 0.24 0.90 5.00 0.74 2.50 0.30 0.60 1.24 0.83 2.9 1305.5 626625.2 3.9 0.24 0.95 5.38 0.77 2.69 0.29 0.44 1.77 1.02 2.9 1316.1 631750.4 3.8 0.22 1.00 6.28 0.79 3.14 0.25 0.00 2.7 1225.3 588139.1 3.5 0.19 4.5 4.0 _ 3.5 3.0 Q(CFS) 2.5 -V NO i -e)n) 2.0 1.5 1.0 0.5 0.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 Depth(ft) B-Stormwater Pipe Capacity Calculations Gallatin County Rest Home 25 year Storm Event Stormwater Run-off Calculation Design Rainfall Freq. 25 year IDF coefficient a 0.78 IDF coefficient b IDF coefficient n 0.64 Stormwater Drain to Pond Basin A Post-Development Calculations C Areas (ft): Landscape 29,370 0.20 Impervious 15,799 0.90 Total: 45,169 0.44 total area: 1.037 acres composite C: 0.44 Overland tc average slope: 3 percent travel distance: 350 feet tc: 16 minutes Total tc: 16 minutes intensity at t (fig 23): 1.83 in/hr Peak runoff: 0.84 cfs Pipes Max Flow: 2.9 cfs C-Stormwater Runoff Calculations.xls Gallatin County Rest Home 1/14/2025 Drainage Basin A Basin Design Calculations Design Rainfall Freq. 10 year OF coefficient a 0.64 OF coefficient b OF coefficient n 0.65 Post-development Conditions Basin A Contributing drainage area Square feet Acres C Impervious 15,799 0.36 0.90 Pervious 29,370 0.67 0.20 Total area 45,169 1.04 Composite C 0.44 *C value of 0.55 used for conservative estimate due to unknown roof area C Values based on C.O.B. DSSP Table 1-1 page 27. C = 0.50 = Dense Residential Retention Pond Calculations: Q = CIA C = 0.55 (post-development) 1 = 0.41 in/hr(10-yr, 2-hr storm) A= 1.04 acres Qpost= 0.23 cfs Required retention storage (ft) = 1,675 (10-yr, 2-hr storm) Basin 1 -Volume Between Contours 4:1 Slope Contour Area (ft) Delta V(ft) Volume (ft) 4981.00 382 4981.50 546 232 232 4982.00 737 321 553 4982.50 952 422 975 4983.00 1,193 536 1,511 4983.50 1,459 663 2,174 Design storage depth (ft) = 2,174 D - Stormwater Retention Basin Calculations STORMWATER MAINTENANCE PLAN Hidden Creek—Lot 2 (Gallatin County Rest Home) Owner's responsibility for routine inspection and maintenance 1. Keep the detention facilities free of leaves,rocks, and other debris. 2. The storm water basins are to be mowed regularly. During the summer, approximately once every two weeks, the grass is to be mowed, and the cuttings are to be promptly removed and disposed of. Unless visibly tainted, dispose of la lippings in the same manner as yard waste. Otherwise,bag and take to a sanitary I fi . 3. Remove sediment by hand with a flat bottom shov he summer months whenever sediment covers vegetation. Have the grass co tat particular location so that the bed can be made as level as possible. Q 4. Re-sod damaged or maintained ediately or use grass plugs from the adjacent up-slope area. ` 5. Inspect the fa ' ' periodically, especially after heavy rains (preferably monthly and after each sto that delivers 0.5 inches of rainfall). 6. See that litter and other debris are removed from inlets, swales, and vegetated and paved areas. 7. Owner to maintain and fund Operation and Maintenance of stormwater facilities. Owner K:\Bozeman\United Housing Partners LLC\2024201 Hidden Creek 4\11Regulatory\Applications\Subdivision\Preliminary Plat Resubmittal#2\029 Storm Management