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HomeMy WebLinkAbout011 Stormwater Management Design Report STORMWATER MANAGEMENT DESIGN REPORT FOR: PETRA ACADMEY - NEW SECONDARY BUILDING 4720 CLASSICAL WAY BOZEMAN, MT Prepared By: NOW A PART OF MADISON /►�� ENGINEERING MC -- � ENGINEERING WWC Engineering/Madison 895 Technology Drive, Suite 203 Bozeman, MT 59718 (406) 586-0262 January 2025 STORMWATER MANAGEMENT DESIGN REPORT FOR: PETRA ACADMEY - NEW SECONDARY BUILDING 4720 CLASSICAL WAY BOZEMAN, MT TA�9 CHRIS B S 0825 E T WWC Engineering/Madison 895 Technology Blvd Ste 203 Bozeman, MT 59718 (406) 586-0262 January 2025 Updated February 2025 PETRA ACADEMY—NEW SECONDARY BUILDING VALLEY WEST SUB, S09, T02 S,R05 E,BLOCK 3 STORMWATER DESIGN REPORT A. Introduction This design report will give an overview of the stormwater system for the proposed Petra Academy New Secondary Building located at 4720 Classical Way in Bozeman, Montana. The proposed school building will be constructed on R-MH (Residential Manufactured Home Community District) zoned property adjacent to the existing school building. Additional construction will include moving an existing drive aisle, additional parking,pedestrian walkways and landscaping. No off-site improvements are required. The proposed storm water management system to serve this expansion will consist of overland sheet flow, curb inlets, curb and gutter, and piping. There will be two primary components of the system. The stormwater run-off from the area of the new secondary building will continue to be conveyed to the existing northwestern on-site stormwater detention basin through overland sheet flow, curb inlets, curb and gutter, and piping. Impervious area only increased slightly, as the majority of the new building's footprint will cover a portion of the existing parking lot. Roof run-off is collected via roof drain piping and directed to the stormwater basin as well. The existing northwestern on-site stormwater detention basin has enough capacity to accommodate the stormwater run-off increase as a result of the new building. It is important to note that the stormwater detention pond calculations submitted with the 2010 Master Site Plan specified a building area of 62,835 SF which is significantly greater than the actual size of the original building—46,245 SF (an additional 10,000 SF was added by the first school expansion). In order to provide the most conservative analysis, the new building square footage — 21,755 SF, was added to the original 62,835 building square footage specified in the 2010 stormwater calculations. This is why the building area outlined in the Site Plan submittal is less than the building area utilized in the stormwater calculations. The second proposed stormwater management system will serve the additional parking area located southwest of the original school building. The proposed storm water management system consists of overland sheet flow, curb inlets, curb & gutter, and piping that will direct stormwater to an on-site RainVault retention/infiltration basin to serve the site. Off-site discharge is not proposed. The infiltration basin will be excavated to native gravels to permit maximum infiltration. 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) The proposed drainage and grading plan are included in Appendix A of this report. Additionally, a copy of original drainage and grading plan submitted with the Master Site Plan (#Z10135) is Page 1 of 3 included to show the current grading of the site. Areas of the property not shown in the updated grading and drainage plan drawings will remain as designed and constructed according to the Master Site Plan. B. Native Soils and Groundwater Data Based on observations during the construction of the existing school building and subsequent first addition, soils on the subject property are typical for the area. Approximate groundwater depth was derived from measurements taken from two area drains located east and north of the proposed additional parking area. Groundwater was observed to be between 2.1-5.8 ft below ground, an average of 3.95 ft below ground. Correspondence with maintenance staff also indicated that there has been no pooling of water or other indications of high groundwater in the area proposed to house the new detention basin. The underground stormwater retention system for the additional parking area will have an invert ranging between 3.23 — 4.73 ft below finished ground to stay approximately above the average measured groundwater level. Staff also informed WWC personnel that the northwestern detention basin rarely has standing water in it—they reported that there will only occasionally be a couple inches of water in the basin in the spring when snow has started to melt, and the ground has yet to thaw. While the calculations included in Appendix B of this report verify that the detention pond has the capacity to accommodate the increase in stormwater runoff, it is beneficial to physically observe that the existing detention pond is operating as designed and has the ability to accommodate additional water runoff. C. Conveyance Capacity The proposed private stormwater collection system was designed to convey the 25-year storm event per the City of Bozeman standards. The conveyance structures include piping that directs stormwater run-off to the on-site infiltration basins. Storm sewer piping and an area drain/curb inlet are proposed to collect and convey the stormwater run-off from the basins to the RainVault retention/infiltration basin. Stormwater run-off and piping calculations are included in Appendix C of this report. D. Stormwater Retention/Infiltration Basin Calculation The stormwater runoff from the new building will be conveyed to the existing stormwater detention basin. The retention storage volume was sized based on the 10-year 2-hour design rainfall frequency in accordance with the COB design standards. The rational 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 retention storage is included in Appendix B of this report. Subsurface RainVault infiltration chambers are proposed to serve the additional parking area for this project. The stormwater runoff from the additional parking area is proposed to be conveyed to the on-site RainVault retention/infiltration basin and ultimately infiltrate into native gravels. Page 2 of 3 The retention storage volume was sized based on the 10-year 2-hour design rainfall frequency in accordance with the COB design standards. The rational 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 retention storage is included in Appendix B of this report. Specifications and design information for the RainVault stormwater storage facility is included in Appendix E of this report. The proposed stormwater facility reduces the post-development off-site runoff rate to nearly zero. All impervious surface runoff is conveyed to the infiltration retention systems and then infiltrates into the ground. F. Stormwater Facility Maintenance The proposed storm drainage facilities will be privately operated and maintained by the property owner of the on-site development. Included in Appendix D is a proposed maintenance program for the stormwater collection and infiltration system. Appendix A. Grading & Drainage Design B. Basin Calculations C. Stormwater Run-off and Piping Calculations D. Stormwater Maintenance Plan E. RainVault Design Specifications Page 3 of 3 Appendix A Grading & Drainage Design EXT'G 12" ADS GROUNDWATER PROJECT BENCHMARK w o 0 Jll ADAM B NKEN ARK I f DRAINAGE PIPE a o o f 1r ARROW BOLT= 4760.85 III AV N�L If °J .� \ IIII EXT'G DETENTION S S S S qww BASIN �� A // �� S� S� S� �" �_ / �1// // w 3 w ¢ Q C) m S CA o V v,l J �I 4758. A - -- --� - �t ----'� / "" o SIB 0 20 40 80 \\1��' SD SD SD --S�1 SDI SD SD SD SD s- 1"=40 3 3 d� W W / W W I F_ w W CURB INLET { I^ ,I'\ 5.5 4 •�---�_ 56 5 4757.0 - THEODORE 58. - 5 4759.0 5 \ o TBC 4754.81 C- -- --47-------- 57.5 STREET �47 _J -- 4758. - --__ 4759. 4760. _ z z -- �- --_------ ---_cam - -- _ ------ --- 12' INV 4752.90 /{ --- r -ass- 15" A200D STS =---- _------ 15" A 000 ST ----- - ------- --------- _-_-___ _ --- -_---- _ - 2 S __L=135' 5=0.37%---------- _ -15" INV OUT- -_L=92' S=0.6% - _ �--- -- -sstro- -15" INV OUT _ - - - - - - ---- 1 t fn --------------- ---- -- 4755.75 - - CONCRETE CONCRETE 12° A2000 STS- W/PETS 4754.0 - WITH PETS SWALE --- SWALE I ,( - L = 131' S-0.6% 47 \ 4757.0 75 5 ---= q17� I 62.0 61.4 v \ 4756.0 - _ 9' - _ - s s \ SD /� SD 4756.0 / - - _ CURB INLET-- I CURB INLET \V� �� CURB INLET 1( I 1 \1 a w m c�\ sD -}- ( 4 5 d - _- ` " 1 4761.9 CURB INLET /'4r58.0- _ RIM 4759.3 / II TBC 4759.55 �.�:12" A2000 STS \\ 0 •TBC 4761.2 \ ` TBC 4762.0 A J 1\\ 12"\INV 4756.3 / I 141595�12" INV 4756.51800 ��L-283' S=0.6% y 4 .' %12" INV 4758.2 1 01�12" INV 4759.0 o, I \ 11��1 0 N M p FLOW CONTROL - n - - \\ - f?1 5/ 4� 8" A2000, 5'� 1 4p6�• / z STRUCTURE12" A2000 STS� - 4160' FOUNDATIONAO RIM 4756.5 / / / \\\\\ / '- L=35' S-0.6% I DRAIN PIPE. �\ - ,��v vvv� / Gk C v I I 46 • Fc > / / ga WEIR ELEV: 4755.3 / i ' S = 1.5% - CD N I 61.75 o I I Z 8 WEIR WIDTH 2.5" ,,p I // 11111r �V��• \IAAI�1�I/ 8 - - -��/ _ t2 q 8 �Oc� M` NTgN9 15" INV OUT 4754.5 16' o east. STORMWATER //// / i � �� IIIII1111V� 5� a \ auoesrc DETENTION BASIN I/ �� / / T 111 11\I ,%/ - q ,o �I I VA\V�1 \V VOL REQ'D 4,405 CF / �� ��� AAI\VAAAI1VAA\ 05� 416�5 416�5 0 '.I - e",oa�ee VOL PROVIDED1SIDE SLOPES I III ///// / A VA�A�VAAAI�II�I I ��0 ` // �` I 4 6�' _ 4163• r II I\� 1�I TONAL 1 5 Ss`r E"sEa 0.5%BOTTOM SLOPE TO I I I I I of/� _ AAII IIII IIII p9La- - •� 3 o Lb FGK(� OUTLET I 1 /� II III IIII I /- - 4 6 \ / 62.1 1 // '/ 3 RIP RAP OUTLET WITH CY OF 1 \II\\\\\\ \11 / \\ 111 II rll I ,� - -- 1� �I DRAWN BY:CGB 6"-8" ROUND ROCK. HAND PLACE �11111j11iOIIII� /�-�To _ DRY WELL / la / \\ \ 1 IIII 11 a RIM 4764.05 L- REVIEWED BY:MIJ ROCK TO ENSURE POSITIVE / V II IIIIII 1 III11�11111VA1V III I / �� - rn 4.0 D� �P DRAINAGE FROM PIPE. CONSTRUCT / \\\I IIIIIIIII 11 1 1 i� 5 I 3 SWALE AS NEEDED FROM PIPE TO / 67-� IIII I 4�6 \ 1\ 11\\\1 I yi / I m 162� / 4162 PG 416 ,- -- M O IIII/ I N PROJECT ENGINEER:CGB DAYLIGHT TO ENSURE POSITIVE / h1 AI11�II11\\II II ?.OF IIIIIIIj111 IV I �6/\ 4 I I 764• o �+ o� n`O / ,.�• I l( I ( % \ VA AAV A I IIIIII 1 c�62.3 _ -_/ v �• v n`� 1lA�� 1 DESIGNED BY: CGB DRAINAGE TO CREEK. I 11 DRY WELL �i' \ ® I FG / / A\\\\111I1 )I I ^ a III fV A A�\�AAVA\\IIIIIII I II I I I I11 RIM 4763.1 763.0�SEE NOTE�4763.5 VA \ _ - -_/ v� / 62.35 'III IIIIII III III III A & B / A� II III II II III ��'y ®® CC L� / ❑ L2"3s2±ooQ SD I h A �� as I / jll l l 11 l l 6A �0 S = 1.0% ? � I 'D / I v 1 111\11 IIII / I II IIII I I I Fc 6z.a6 � � � I I INV IN 4759.8t I w � // / /I I S n � �� IA11AI A\11 III1I a b © ❑ INV OUT 4759.4t �I A IIVAA 11 / IIIIIIIII / -,�A SEE NOTE A LEFT / 1 III III 1 II IIIVI / /IIII II III V ,fI _ I rn LANDSCAPE / (I\\ I 1I 11 I I III III I I 6µ•5 6.25 I FINISH FLOOR \\ - -- FG I BERM AIII III 41 PROJECT BECNHMARK CONSISTS OF THE ARROW f I / 1I\\\\ Illllpl111 1 4 I IIIIIII II III I o // ELEVATION _ 62.7 0 4:1 SLOPE N CC2 BOLT LOCATED ON A FIRE HYDRANT ON \ / \�\� 11111 A >6 IIII I s* �I // / 4764.6 / 16 COTTONWOOD AT THE NORTHEAST CORNER of I b �. III"1111 1 V `�O I II IIII III IIII 1 / -/ 1 L_ I d6 ill I III I THE PROJECT. ELEVATION = 4760.85 I 1 �� I I AIII 1 V I III I I I I I I A J rll g30 I 1IIII 1 1 / II � II 41 -- (��l \V���II IIIIIIAIIIIIIIII JIIIIIIIIIIaII I I NOTE A: ��jl� �IIIIIIIIIIII I o111 III \ II IIIIIIIII I 11�11 CONNECT 12" A-2000 SD TO ROOF DRAIN, WITH FG WATER TIGHT CONNECTION, LOCATED AT FOOTING. o VrJlll IIIIIII IIII J III I III a 1 IIII I I I I / N 0 - l�l 76 A 63.15 VERIFY INVERT ELEVATION PRIOR TO INSTALLTION l��l II III II II 6 o i OF SO. MAINTAIN PIPE SLOPE SHOWN. I v �I11 IIIIIIII✓/ �I-- 1 --� I �` FG 63.7 .Y, NOTE B: AIII �� d• II I I I II II I 4 1j11 FIG 63.55 FG 64.5 I q16 I �6 11 1 7° _ �� Y, 12" A-2000 SO ni 4 II L = 28't S = 2.0% h Imo„ II 11 A�, / III II �I_ FG-64_78 I �O AIII 11 ° CUT SWALE AT BASE OF BERM v, \ I C I 6 111 65' a/ AT 0.5%SLOPE TO THE INV IN 4759.8t I I I!'-,� / II \\\ \ / I I I FG 64.92 I i i I a II II FG D< �y NORTH. ENSURE POSTIVE INV OUT 4759.24t /I /I II�� �� I I --/. III I I 63.75 / / \ \ i / 11 / \ 12" A-2000 SD 4)6 ss II III DRAINAGE. GRADE SMOOTH �y / IIII\- V�1I II II11 11Ai /� I III 1JV / v L = 74f w % ���� DRY WELL `�11II I� WITH UNIFORM SLOPE. S= 1.0% 2s D ELL / RIM 4763.3 1 ^I II INV IN 4759.8f RIM 4763.2 / �7 14 II -�� INV OUT 4759.05f I v I 4764.d /� // (LSEE NOTE A LEFT j 4164'� �� _ \\\\ °� /� ��1� \� \II) a �1 476 \ / I O' 1 S ^ / 12" A-2000 SD I GRADING. PAVING & DRAINAGE: I ) \ 1 I I I a� ° L = 94't 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MANAGING CONSTRUCTION 8. A.C. PAVEMENT SHALL CONFORM TO SECTION 02510 (ASPHALT CONCRETE i \ I �4�8$ �\ h^ �` INV IN 4759.8t /II //I ACTIVITIES TO INSURE THAT PUBLIC AND PRIVATE STREETS AND PARKING PAVEMENT) MPWSS FOR TYPE B MIX. A.C. PAVEMENT SHALL BE [ \ LF 4165� 0 INV OUT 4758.85f I I / 11 SEE NO -A tEl--1 \\\I LOTS ARE KEPT CLEAN OF MUD, DUST OR DEBRIS. DUST ABATEMENT COMPACTED TO A MINIMUM OF 92%OF THE THEORETICAL MAXIMUM RICE \ � � III I){ I I \ SHALL BE MAINTAINED BY ADEQUATE WATERING OF THE SITE BY THE SPECIFIC GRAVITY. I \ \\ CONTRACTOR TO SUBSTANTIALLY LIMIT DUST FROM THE CONSTRUCTION SITE. �4770 UNDER NO CIRCUMSTANCE SHALL THE CONTRACTOR ALLOW CONSTRUCTION 9. PIPE BEDDING AND BACKFILL. ALL PIPES SHALL BE BEDDED WITH I / \ 4772.0 DEBRIS, MUD OR GRAVELS TO BE LEFT ON THE STREETS OVER NIGHT. MINIMUM 4-INCHES OF TYPE 1 PIPE BEDDING AND BACKFILLED WITH THE I / \\\ \\� / 4770 / rl SAME MATERIAL A MINIMUM OF 6-INCHES OVER THE TOP OF THE PIPE PER / / 0 III /I I c7 2. UNLESS OTHERWISE NOTED, ALL GRADING, ROCKING AND PAVING SHALL MPWSS STANDARD DETAIL 02221-1. PIPE BEDDING AND TRENCH BACKFILL I \ \ �setro- / 4766 CONFORM TO MON TANA PUBLIC WORKS STANDARD SPECIFICATIONS, MOST SHALL BE PLACED IN THIN LAYERS NOT EXCEEDING 6" IN LOOSE THICKNESS, __ / \\ \ / \��11 / I I` \ III S n N CURRENT ADOPTED EDITION. CONDITIONED TO THE PROPER MOISTURE CONTENT AND COMPACTED TO AT #1- // I\I LEAST 97%RELATIVE COMPACTION. 3. CLEAR AND GRUB WITHIN WORK LIMITS SHOWN ON THE DRAWINGS ALL SURFACE VEGETATION, TREES, STUMPS, BRUSH, ROOTS, ETC. STRIP WORK 10. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, STRAIGHT GRADES SHALL LIMITS, REMOVING ALL ORGANIC MATTER WHICH CANNOT BE COMPACTED BE RUN BETWEEN ALL FINISH GRADE ELEVATIONS AND/OR FINISH CONTOUR INTO A STABLE MASS. ALL BRUSH AND DEBRIS ASSOCIATED WITH LINES SHOWN. CLEARING, STRIPPING OR GRADING SHALL BE REMOVED AND DISPOSED OF OFF-SITE. 11. ALL EXISTING OR CONSTRUCTED MANHOLES, CLEANOUTS, MONUMENTS, GAS VALVES, WATER VALVES AND SIMILAR STRUCTURES SHALL BE ADJUSTED 4. FOLLOWING STRIPPING OPERATIONS, SUBGRADE SHALL BE COMPACTED TO - %v TO MATCH FINISH GRADE OF THE PAVEMENT, SIDEWALK, OR LANDSCAPED �� \\ / I / 1 1 / I I 3 �-4 v 95%OF THE MAXIMUM DRY DENSITY AT PLUS OR MINUS 2 PERCENTAGE AREA WHEREIN THEY LIE. �� \\� I POINTS OF OPTIMUM MOISTURE CONTENT PER ASTM D-698 TEST METHOD I� C) e� (STANDARD PROCTOR). 12. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, NO CUT OR FILL SLOPES LEGEND �p 1 W N SHALL BE CONSTRUCTED STEEPER THAN 2H:1V. - ® Ld O 5. SUBGRADE SHALL BE PROOF ROLLED AND SOFT AREAS SHALL BE OVER-EXCAVATED AND REPLACED WITH STRUCTURAL FILL. SUBGRADE MUST 13. ALL PLANTER AREAS SHALL BE BACKFILLED WITH APPROVED TOP SOIL --4770---- CONTOUR (EXIST) ■ FOUND MONUMENT AS NOTED -s^- STORM DRAIN (PROP) Q WATER WELL (EXIST) BE INSPECTED AND APPROVED BY THE OWNER'S REPRESENTATIVE PRIOR TO MINIMUM 6" THICK. STRIPPING MATERIALS SHALL NOT BE USED FOR -� STREET SIGN U PLACING EMBANKMENTS, ENGINEERED FILLS OR FINE GRADING FOR BASE PLANTER BACKFILL. -4770- CONTOUR (PROP) FOUND REBAR AS NOTED STORM DRAIN (EXIST) ROCK. CURBS & SIDEWALKS --•- PROPERTY LINE 0 CONTROL POINT -op OVERHEAD POWER . LIGHT POLE [� POWER POLE 1B� 6. ALL FILLS SHALL BE ENGINEERED EXCEPT FOR FILLS LESS THAN EASEMENT LINE � BENCHMARK -up UNDERGROUND POWER � GUY ANCHOR °� 18-INCHES IN DEPTH WHICH ARE LOCATED OUTSIDE THE PUBLIC 1. UNLESS OTHERWISE SHOWN OR INDICATED ON THE DRAWINGS, 6-INCHES -' FENCE (EXIST) QS SEWER MANHOLE (PROP) ,�� TELEPHONE RIGHT-OF-WAY, BUILDING PADS, PARKING LOTS OR OTHER AREAS TO BE NOMINAL CURB EXPOSURE USED FOR DESIGN OF ALL PARKING LOT GRADES. cns GAS OO ELECTRICAL PEDESTAL = IMPROVED. ENGINEERED FILLS SHALL BE CONSTRUCTED IN LIFTS NO s SEWER MAIN (PROP) OO SEWER MANHOLE (EXIST) - GREATER THAN 8-INCHES OVER APPROVED SUBGRADE. EACH LIFT SHALL 2. CONTRACTOR SHALL CONSTRUCT HANDICAP ACCESS RAMPS IN - ROAD CENTERLINE EM ELECTRICAL METER BE COMPACTED TO 95%OF THE MAXIMUM DRY DENSITY AT PLUS OR MINUS ACCORDANCE WITH CURRENT ADA REQUIREMENTS. ss SEWER SERVICE (PROP) co SEWER CLEANOUT SHEET ROAD CURB ® TELEPHONE PEDESTAL 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE CONTENT PER ASTM D-698 s SEWER MAIN EXIST pGd WATER VALVE (PROP) �¶n� (EXIST) © GAS METER A TEST METHOD (STANDARD PROCTOR). 3. SIDEWALKS SHALL BE A MINIMUM OF 4-INCHES THICK. ALL SIDEWALKS EDGE OF PAVEMENT SHALL BE CONSTRUCTED USING 4,000 PSI CONCRETE. ss SEWER SERVICE (EXIST) WATER VALVE (EXIST) pd GAS VALVE 7. SUB BASE AND CRUSHED BASE ROCK SHALL CONFORM TO THE FIRE HYDRANT PROP ---- EDGE OF GRAVEL GRADING PLAN REQUIREMENTS OF SECTION 02234 (SUB BASE COURSE) AND SECTION 02235 w WATER MAIN (PROP) 'yva ( ) EDGE OF CONCRETE TREE CONIFER (SIZE AS NOTED) 1. (CRUSHED BASE COURSE) MONTANA PUBLIC WORKS STANDARD '"s WATER SERVICE (PROP) FIRE HYDRANT (EXIST) TREE DECIDUOUS (SIZE AS NOTED) PETRA EDGE OF BUILDING SPECIFICATIONS (MPWSS). COMPACT TO 95%OF THE MAXIMUM DRY w WATER MAIN (EXIST) cs CURB STOP (PROP) o PROJECT:09-115 DENSITY AT PLUS OR MINUS 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE DATE:6/2/2010 CONTENT PER ASTM D-698 TEST METHOD (STANDARD PROCTOR). WATER SERVICE (EXIST) 4Q CURB STOP (EXIST) PREVIOUSLY SUBMITTED AND APPROVED WITH MASTER SITE PLAN APPLICATION (#Z10135).USE AS REFERENCE TO EXISTING AND TO REMAIN GRADING AND DRAINAGE. GRADING. PAVING & DRAINAGE: w I // I _ S S- g- S� S- S7 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MANAGING CONSTRUCTION ACTIVITIES TO S S IS S I S S -S MUD, DUST OR DE THAT EBRIS.LIC ND PRIVATE DUSTT ABATEMTREETS ENT SHALL BE MAINTAINED BYY PARKING LOTS E KEPT CLEAN OF ADEQU ADEQUATE WATERING OF THE SITE BY THE CONTRACTOR TO SUBSTANTIALLY LIMIT DUST FROM THE m CONSTRUCTION SITE. UNDER NO CIRCUMSTANCE SHALL THE CONTRACTOR ALLOW CONSTRUCTION DEBRIS, MUD OR GRAVELS TO BE LEFT ON THE STREETS OVER NIGHT. a - - - - - - - - - - - - - - - - - - -11 - I SCALE 2. SITE CONTRACTOR SHALL SUBMIT AN APPLICATION AND PROCURE A STORM WATER DISCHARGE PERMIT PRIOR TO DISTURBANCE OF SITE. 0 10 20 90 3. ALL GRADING, ROCKING AND PAVING SHALL CONFORM TO MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS, MOST CURRENT ADOPTED EDITION. W W W W W -W W W W W -Wk W W W W W W 1„=20 MATCH GRADE EXT'G CURB 4. CLEAR AND GRUB WITHIN WORK LIMITS SHOWN ON THE DRAWINGS INCLUDING ALL N OF EXISTING CLASSICAL WAY AND GUTTER SURFACE VEGETATION, TREES, STUMPS, BRUSH, ROOTS, ETC. STRIP WORK LIMITS, z - ROADWAY- - - - - - - - - -I - REMOVING ALL ORGANIC MATTER WHICH CANNOT BE COMPACTED INTO A STABLE MASS. o ALL BRUSH AND DEBRIS ASSOCIATED WITH CLEARING, STRIPPING OR GRADING SHALL BE w ��TBC 4779.88 i� REMOVED AND DISPOSED OF OFF-SITE. TBC 4779.84 / o MATCH EXT'G CURB 10" ROOF DRAIN. i� 5. FOLLOWING STRIPPING OPERATIONS, SUBGRADE SHALL BE COMPACTED TO 95% OF THE 5=1.00%. - MAXIMUM DRY DENSITY AT +/- 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE CONTENT - - EXT'G SIDEWALK- �' PER ASTM D-698 TEST METHOD STANDARD PROCTOR -TBC 4780.32 3-6"+ STRAIGHT GRADE - ( )' PROPERTY LINE CURB INLET #1 CONCRETE FROM BUILDING 6. SUBGRADE SHALL BE PROOF ROLLED AND SOFT AREAS SHALL BE OVER-EXCAVATED i RIM 4780.10 o N STEPS 4-6"+ SIDEWALK TO EXT'G o. AND REPLACED WITH STRUCTURAL FILL. SUBGRADE MUST BE INSPECTED AND APPROVED 0 12" INV OUT ±4777.29 o CONCRETE STREET SIDEWALK. - o 10" INV IN t4777.29 'o STEPS I I BY THE OWNER'S REPRESENTATIVE PRIOR TO PLACING EMBANKMENTS, ENGINEERED FILLS z CONNECT TO EXT'G a`N i FG 4781.44 10' P.�1.E_ -I- OR FINE GRADING FOR BASE ROCK. v - - - - 0.31% - STORM PIPE - - - B - _ I 7. ALL FILLS SHALL BE ENGINEERED EXCEPT FOR FILLS LESS THAN 18-INCHES IN DEPTH TBC 4780.80 I I WHICH ARE LOCATED OUTSIDE THE PUBLIC RIGHT-OF-WAY, BUILDING PADS, PARKING LOTS NTq , CONNECT TO FG 4781.44 FG 4781.54 OR OTHER AREAS TO BE IMPROVED. ENGINEERED FILLS SHALL BE CONSTRUCTED IN LIFTS M` 9 6" FOUNDATION NO GREATER THAN 8-INCHES OVER APPROVED SUBGRADE. EACH LIFT SHALL BE EXT'G CURB F I I I DRAIN TO TIE INTO I I I I / ER°`w_ I TBC 4781.60 I W I COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY AT + - 2 PERCENTAGE POINTS OF awcsnrc 4780 1 FG 4782.29 10" STORM DRAIN. I \\ OPTIMUM MOISTURE CONTENT PER ASTM D-698 TEST METHOD (STANDARD PROCTOR). No.IN-KE TBC 4781.67 53 EX G 12" //r I I I I I 8. SUB BASE AND CRUSHED BASE ROCK SHALL CONFORM TO THE REQUIREMENTS OF EXT'G CURB INLET A2000 STS / C 4781.74 m� o 0 I \\ SECTION 02234 (SUB BASE COURSE) AND SECTION 02235 (CRUSHED BASE COURSE) RIM 4780.54 L=50' p/ "" TBC 4782.22 b\ I MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS (MPWSS). COMPACT TO 95% OF THE rc 12" INV 4777.59 5=0.6% MAXIMUM DRY DENSITY AT +/- 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE CONTENT PER ASTM D-698 TEST METHOD (STANDARD PROCTOR). DRAWN BY: ERM FG 4783.50 FG 4783.61 FG 4783.83 FG 4783.77 / �r REVIEWED BY: STH/EWR mF / ' 9. A.C. PAVEMENT SHALL CONFORM TO SECTION 02510 (ASPHALT CONCRETE PAVEMENT) PROJECT ENGINEER:CGB MPWSS FOR TYPE B MIX. A.C. PAVEMENT SHALL BE COMPACTED TO A MINIMUM OF 92% N _ ," / •i ® OF THE THEORETICAL MAXIMUM RICE SPECIFIC GRAVITY. 0p FG 4783.59 1.73% -1.75% N 10" DRAIN PIPE. 5=1.00%. ® A�81 5" & 6" ROOF DRAINS AND I a 10. PIPE BEDDING AND BACKFILL. ALL PIPES SHALL BE BEDDED WITH A MINIMUM OF DESIGNED BY:CGB / SIDEWALK CROSS 4-INCHES OF TYPE 1 PIPE BEDDING AND BACKFILLED WITH THE SAME MATERIAL A s SLOPE 2% MAX. r - FS 0 CANOPY DOWN SPOUTS TO I tUILDING. PE AWAY FROM FG 4783.70 III TIE INTO DRAIN. o MINIMUM OF 6-INCHES OVER THE TOP OF THE PIPE PER CITY OF BOZEMAN STANDARD EXT'G CURB N.. DETAIL 02221-1. PIPE BEDDING AND TRENCH BACKFILL SHALL BE PLACED IN THIN LAYERS 1', (TYP.) Io I I(PROPERTY LINE F' AND GUTTER. E•a �p NOT EXCEEDING 6" IN LOOSE THICKNESS, CONDITIONED TO THE PROPER MOISTURE MATCH EXT'G TB4783.43 �°J 10' UTILITY W\\ ®" CONTENT AND COMPACTED TO AT LEAST 95% RELATIVE COMPACTION. GRADE. I v TBC 4783.59 EASEMENTUC782.96 1 \\ ray 11. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, STRAIGHT GRADES SHALL BE RUN BETWEEN ALL FINISH GRADE ELEVATIONS AND/OR FINISH CONTOUR LINES SHOWN. i TBC 4783.43 50' WATERCOURSE SETBACK (ZONE 2) ® 12. ALL EXISTING OR CONSTRUCTED MANHOLES, CLEANOUTS, MONUMENTS, GAS VALVES, \ �O W\� WATER VALVES AND SIMILAR STRUCTURES SHALL BE ADJUSTED TO MATCH FINISH GRADE o�p-oa TBC 4783.43 S99 \ I �'�\ I �" OF THE PAVEMENT, SIDEWALK, OR LANDSCAPED AREA WHEREIN THEY LIE. !� �F TBC 4782.72 FG 4783.80 NEW PETRA 50' BLDG �-. 200 CONNECT TO ®10' UTILITY ACADEMY \ SETBACK 13. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, NO CUT OR FILL SLOPES SHALL BE ��11 A�8 EXT'G CURB EASEMENT SECONDARY PERVIOUS CONCRETE 1 CONSTRUCTED STEEPER THAN 2H:1V. MAXIMUM SLOPE IN DETENTION BASIN TO BE 4H:iV. BUILDING 1 W I, I - - SIDEWALK CROSS I TBC 4783.30 SLOPE 2% MAX. SLOPE W/ I 14. ALL PLANTER AREAS SHALL BE BACKFILLED WITH APPROVED TOP SOIL MINIMUM 6" ll!� �) 4 ' I AWAY FROM BUILDING. THICK. STRIPPING MATERIALS SHALL NOT BE USED FOR PLANTER BACKFILL A�a250 FG 4783.56 F.F.ELEV (TYP.) 4784 III I 15. CONTRACTOR T, MAKE SEAMLESS TRANSITION AT POINTS WHERE EXISTING CURB AND GUTTER, PAVEMENT, AND SIDEWALK MATCH UP TO PROPOSED CURB AND GUTTER, 4783 50 I j I PAVEMENT, AND SIDEWALK. w / -i,gp9, IEXT'G UTILITIES 16. FOUNDATION DRAIN TO BORDER THE PERIMETER OF THE BUILDING FOUNDATION AND TIE FG 4783.84 I N FG 4783.59 I INTO 10" STORM DRAIN AT SPECIFIED LOCATION. FOUNDATION DRAIN TO BE 6" '� • I dA3 ���--cccc l5p_ UP UP PERFORATED DRAIN ON SAND BED WRAPPED WITH GEOTEXTILE FABRIC. FOUNDATION DRAIN FG 4783.84 '^ I I TRENCH TO BE FILLED WITH WASHED GRAVEL. SEE ARCHITECTURAL PLAN SHEET A5.00, DETAIL 5 FOR DETAILED INFORMATION. WATERCOURSE CURBS & SIDEWALKS SETBACK (ZONE 1) 0 1. UNLESS OTHERWISE SHOWN OR INDICATED ON THE DRAWINGS, 6-INCHES NOMINAL CURB ® RELOCATED EXPOSURE USED FOR DESIGN OF ALL PARKING LOT GRADES. AREA DRAIN #1 FG 4784,00 \ RIM 4783.70 I 2. CONTRACTOR SHALL CONSTRUCT HANDICAP ACCESS RAMPS IN ACCORDANCE WITH CITY DRAIN TO GRAVELS o OF BOZEMAN CURRENT ADA REQUIREMENTS.�I I RELOCATED `� '_o -1.75% I I W y I I I - °'•' ROOF DRAIN I W I I I I 3. SIDEWALKS SHALL BE A MINIMUM OF 4-INCHES THICK OVER COMPACTED SUBGRADE CONNECTION AND BASE ROCK. ALL SIDEWALKS SHALL BE CONSTRUCTED USING 4,000 PSI CONCR EXT'G STORMWATER ETE. 8" ADSc -I � F, INFILTRATION SYSTEM I BTM. 4778.64 LEGEND / W I PROPERTY BOUNDARY II W I UTILITY EASEMENT 04 ® '' .�/ S ACCESS AND DRAINAGE EASEMENT (b� SIDEWALK CROSS / I CURB&GUTTERSLOPE 2% SLOPE I I ,l I O �FG 4783.70 .AWAY FROM BUILDING. ;, - PWR----- UNDERGROUND POWER LINE _ F.F.ELEV FG OF EXT'G SIDEWALK CONNECT TO EXISTING EXT'G 24" AREA DRAIN �G_FIB ® " N TO MATCH FG OF RIM 4781.54 UNDERGROUND FIBER OPTIC v9 I � W N SIDEWALK. �j 4784•00 � NEW SIDEWALK. I INV. 4778.94 -GAS----- UNDERGROUND GAS LINE � � 0 � N$.S Sp 1 I W\I I I w MUNICIPAL WATER LINE Q P l �" oc EXISTING PETRA G / u ACADEMY BUILDING n I I s SANITARY SEWER LINE E (lull EXT'G SIDEWALK TOso REMAIN IN ss sss STORM SEWER LINE �I sssss ss ssssss (I I • FOUND YPC UNLESS NOTEDcl o CURB CHASE EXT'G 12" ADS STORM I0° UNDERGROUND FIBER OPTIC BOX DRAIN 5=0.2% I -o=o STREETLIGHT I I I ELECTRICAL TRANSFORMER SHEET 1 II ELECTRIC METER C1.3 BROADBAND PEDISTAL PETRA ACADEMY PETRA ACADEMY-NEW SECONDARY BUILDING N WATER VALVE GRADE&DRAIN GRADING AND DRAINAGE]PLAN o CURB STOP HORIZ. SCALE: 1" = 20' 0 SEWER MANHOLE PROJECT:2023481 '0 FIRE HYDRANT DATE:SEPTEMBER 2024 MATCH EXT'G GRADES. SAWCUT v> STRAIGHT EDGE PRIOR TO PAVING EXT'G TBC +4783.50 EXT'G TBC ±4783.61 ~ ��-' H�` ,� ¢c� TBC 4783.46 TBC 4783.73 '-il II i�r GRADING. PAVING & DRAINAGE: o N TBC 4783.45 �O 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MANAGING CONSTRUCTION ACTIVITIES TO INSURE THAT $�. TBC 4784.02 PUBLIC AND PRIVATE STREETS AND PARKING LOTS ARE KEPT CLEAN OF MUD, DUST OR DEBRIS. DUST CURB INLET #2 ABATEMENT SHALL BE MAINTAINED BY ADEQUATE WATERING OF THE SITE BY THE CONTRACTOR TO TBC 4783.40 SUBSTANTIALLY LIMIT DUST FROM THE CONSTRUCTION SITE. UNDER NO CIRCUMSTANCE SHALL THE z 8" INV. IN t4780.91 so 3 w 10" INV. OUT t4780.50 SCALE CONTRACTOR ALLOW CONSTRUCTION DEBRIS, MUD OR GRAVELS TO BE LEFT ON THE STREETS OVER NIGHT. / �c�0 END CURB 2. SITE CONTRACTOR SHALL SUBMIT AN APPLICATION AND PROCURE A STORM WATER DISCHARGE PERMIT / 10' PVC SD ,k7a MATCH EXT'G 0 10' 20' 40' L=19' SIDEWALK ELEV. so PRIOR TO DISTURBANCE OF SITE. S=1% 3. ALL GRADING, ROCKING AND PAVING SHALL CONFORM TO MONTANA PUBLIC WORKS STANDARD 3. i 1"=20' 10" SD INV. END CURB SPECIFICATIONS, MOST CURRENT ADOPTED EDITION. 4780.31 TBC 4784.68 s 4. CLEAR AND GRUB WITHIN WORK LIMITS SHOWN ON THE DRAWINGS INCLUDING ALL SURFACE VEGETATION, TREES, STUMPS, BRUSH, ROOTS, ETC. STRIP WORK LIMITS, REMOVING ALL ORGANIC MATTER WHICH z STORMWATER RETENTION/ 1 CANNOT BE COMPACTED INTO A STABLE MASS. ALL BRUSH AND DEBRIS ASSOCIATED WITH CLEARING, g INFILTRATION SYSTEM \ N 3 BASE INV. +4779.77 k�0 1 89% STRIPPING OR GRADING SHALL BE REMOVED AND DISPOSED OF OFF-SITE. w g O SIDEWALK CROSS cc w k� SLOPE 1.5% (2% MAX.) so 5. FOLLOWING STRIPPING OPERATIONS, SUBGRADE SHALL BE COMPACTED TO 95%OF THE MAXIMUM DRY a TOWARDS CURB (TYP.) I DENSITY AT +/- 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE CONTENT PER ASTM D-698 TEST METHOD o k50 I (STANDARD PROCTOR). O 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 TBC 4784.86 TBC 4785.06 I PRIOR TO PLACING EMBANKMENTS, ENGINEERED FILLS OR FINE GRADING FOR BASE ROCK. z TBC 4785.54 7. ALL FILLS SHALL BE ENGINEERED EXCEPT FOR FILLS LESS THAN 18-INCHES IN DEPTH WHICH ARE 18" WIDE TBC 4785.17 /CURB CHASE ,a_�=- \ LOCATED OUTSIDE THE PUBLIC RIGHT-OF-WAY, BUILDING PADS, PARKING LOTS OR OTHER AREAS TO BE TBC 4785.46 IMPROVED. ENGINEERED FILLS SHALL BE CONSTRUCTED IN LIFTS NO GREATER THAN 8-INCHES OVER APPROVED SUBGRADE. EACH LIFT SHALL BE COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY AT NTANq TBC 4785.50 TBC 4785.69 I 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE CONTENT PER ASTM D-698 TEST METHOD (STANDARD \ TBC 4785.61 I PROCTOR). ER11 W TBC 4785.07 I TBC 4785.20 (� 8. SUB BASE AND CRUSHED BASE ROCK SHALL CONFORM TO THE REQUIREMENTS OF SECTION 02234 (SUB No.89390PE \ o BASE COURSE) AND SECTION 02235 (CRUSHED BASE COURSE) MONTANA PUBLIC WORKS STANDARDTS PILL CURB SPECIFICATIONS (MPWSS). COMPACT TO 95% OF THE MAXIMUM DRY DENSITY AT +/- 2 PERCENTAGE a� POINTS OF OPTIMUM MOISTURE CONTENT PER ASTM D-698 TEST METHOD (STANDARD PROCTOR). I U - 9. A.C. PAVEMENT SHALL CONFORM TO SECTION 02510 (ASPHALT CONCRETE PAVEMENT) MPWSS FOR TYPE DRAWN BY: ERM B MIX. A.C. PAVEMENT SHALL BE COMPACTED TO A MINIMUM OF 92%OF THE THEORETICAL MAXIMUM RICE -0 (, 9� s� 6\,f SPECIFIC GRAVITY. REVIEWED BY: STH/EWR 10. PIPE BEDDING AND BACKFILL. ALL PIPES SHALL BE BEDDED WITH A MINIMUM OF 4-INCHES OF TYPE 1 PROJECT ENGINEER:CGB ---- \� PIPE BEDDING AND BACKFILLED WITH THE SAME MATERIAL A MINIMUM OF 6-INCHES OVER THE TOP OF THE DESIGNED BY:CGB 47g3 P \ PIPE PER CITY OF BOZEMAN STANDARD DETAIL 02221-1. PIPE BEDDING AND TRENCH BACKFILL SHALL BE -- PLACED IN THIN LAYERS NOT EXCEEDING 6" IN LOOSE THICKNESS, CONDITIONED TO THE PROPER MOISTURE CONTENT AND COMPACTED TO AT LEAST 95% RELATIVE COMPACTION. -0 TBC 4786.451k� F v p 11. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, STRAIGHT GRADES SHALL BE RUN BETWEEN ALL FINISH !ed TBC 4786.24 OR FINISH CONTOUR LINES SHOWN. TBC 4786.56GRADE ELEVATIONS AND/OR ) TBC 4786.98 12. ALL EXISTING OR CONSTRUCTED MANHOLES, CLEANOUTS, MONUMENTS, GAS VALVES, WATER VALVES TBC 4786.90 / AND SIMILAR STRUCTURES SHALL BE ADJUSTED TO MATCH FINISH GRADE OF THE PAVEMENT, SIDEWALK, OR CURB aCHABE TBC 4786.92 TBC 4786.95 LANDSCAPED AREA WHEREIN THEY LIE. \ TBC 47"6.87 _jt/ p� TBC 4786.21 TBC 47116.43\ STEEPER THAN HAON OTHERWISE MAXIMUM SLOPEDRAWINGS, DETENTION OBASNOTO FILL 4HOVES SHALL BE CONSTRUCTED 4j86 14. ALL PLANTER AREAS SHALL BE BACKFILLED WITH APPROVED TOP SOIL MINIMUM 6" THICK. STRIPPING b 66 MATERIALS SHALL NOT BE USED FOR PLANTER BACKFILL. CATCH CURB a) �'-- U -785.0 15. CONTRACTOR TO MAKE SEAMLESS TRANSITION AT POINTS WHERE EXISTING CURB AND GUTTER, 'SO PAVEMENT, AND SIDEWALK MATCH UP TO PROPOSED CURB AND GUTTER, PAVEMENT, AND SIDEWALK. 8" PVC SD Iv1 809y 16. CONTRACTOR TO FOLLOW STORMWATER RETENTION SYSTEM MANUFACTURER'S INSTALLATION � SPECIFICATIONS. AREA UNDER STORMWATER RETENTION SYSTEM TO BE EXCAVATED TO NATIVE GRAVELS P S 058 ,N DROP CURB AND THEN FILLED WITH CLEAN PERVIOUS MATERIAL TO INVERT OF STORMWATER RETENTION SYSTEM. �1 U o EXISTING r CURBS & SIDEWALKS W N 4j8 CONTOURS 1. UNLESS OTHERWISE SHOWN OR INDICATED ON THE DRAWINGS, 6-INCHES NOMINAL CURB EXPOSURE USED S00 FOR DESIGN OF ALL PARKING LOT GRADES. 4jg40 2. CONTRACTOR SHALL CONSTRUCT HANDICAP ACCESS RAMPS IN ACCORDANCE WITH CITY OF BOZEMAN �y CURB INLET #3 DROP CURB CURRENT ADA REQUIREMENTS. TBC 4782.87 4 4/85,5 8" INV. OUT t478287 �8� � 3. SIDEWALKS SHALL BE A MINIMUM OF 4-INCHES THICK OVER COMPACTED SUBGRADE AND BASE ROCK. ` ;Sow m 4785.0 ALL SIDEWALKS SHALL BE CONSTRUCTED USING 4,000 PSI CONCRETE. TBC 4784.73� �� 4784.t5 TBC 4784.50 TBC 4784.83 TBC 4785.25 Z TBC 4785.17 - TBC 4785.18 TBC 4785.40 RPdR eV 18" WIDE TBC 4785.30 LEGEND - CURB CHASE _ TBC 4784.85 hhh��� •kGP� SPILL CURB PROPERTY BOUNDARY Z H TBC 4784.70 k�0 UTILITY EASEMENT ACCESS AND DRAINAGE EASEMENT w Z A CURB&GUTTER a PWR UNDERGROUND POWER LINE Z CIO �Q UG-FIB UNDERGROUND FIBER OPTIC �O 1.77 CATCH CURB-" % SIDEWALK CROSS N- GAS----- UNDERGROUND GAS LINE 5 ®\\\\\\ 5 w �4 MUNICIPAL WATER LINE (� ry ✓ SLOPE MAX.) z N TOWARDSS CURBRB (TYP.) S SANITARY SEWER LINE / ® O SD STORM SEWER LINE Q P l U oc i9s • FOUND YPC UNLESS NOTED E �A o CURB CHASE \ o 00 UNDERGROUND FIBER OPTIC BOX � STREET LIGHT ELECTRICAL TRANSFORMER TBC 4785.95 TBC 4786.59 ELECTRIC METER SHEET BAND PEDISTAL TBC 4786.22 WATER TBC 4786.46 CIA TBC 4786.15 PROPOSED GRAVEL FIRE PETRA ACADEME'ADDITION ►i v WATER VALVE - TBC 4786.50 TRUCK TURNAROUND. O CURBSTOP PETRA ACADEMY SEE SHEET CO.2. PARKING GRADING AND DRAINAGE PLAN FG 4784.81 FG 4785.13 DRAIN c (TRADE SL HORIZ. SCALE: 1" = 20' ® SEWER MANHOLE 47 FG 4785.30 'Q FIRE HYDRANT s> 8550 E PROJECT:2023481 es0 FG 4785.46 ol DATE:SEPTEMBER 2024 O Appendix B Basin Calculations Illulll w S S S� S� S I S cU w w S MH S S S HrA > / I m SD SD S SD H L — SCALE w w w w w w w w w N o io zo 40 — b O S N II LL iP BASIN A cco z NEW PETRA I I z w- SECONDARY BUILDING awcsnrc No.893�OPE BASIN I DRAWN BY: ERM LEGEND REVIEWED BY: STH/EWR PROPERTY BOUNDARY PROJECT ENGINEER:CGB ® 13 13111 O LL i — — —D UTILITY EASEMENT- S DESIGNED BY:CGB 3 ACCESS AND DRAINAGE EASEMENT CURB&GUTTER PWR UNDERGROUND POWER LINE r h ssss �G-FB UNDERGROUND FIBER OPTIC _ LL, EXISTING PETRA 3 — GAS — UNDERGROUND GAS LINE b C" ACADEMY BUILDING I I b W MUNICIPAL WATER LINE 5 SANITARY SEWER LINE / I SD STORM SEWER LINE opo �I 3 I • FOUND YPC UNLESS NOTED o CURB CHASE ® UNDERGROUND FIBER OPTIC BOX STREETLIGHT \1 —� ELECTRICAL TRANSFORMER a o o i I I ELECTRIC METER O BROADBAND PEDISTAL P4 ® ^4\ 3 N V WATER VALVE U �s OO CURB STOP 5o III I I I O SEWER MANHOLE 'tea BASIN Ty JLlel 7/'d�� FIRE HYDRANT SD SD SD 3 F�� k� I I ( I W I \u I PROPOSED_ I 3 � PARKING AREA 3 OR � oc v I (I 3 N 00 SWEET \\ I I PETRA ACADEMY ]PETRA ACADEMY-NEW SECONDARY BUILDIING BASIN EXHIBIT DRAINAGE BASIN EXHIBIT E PROJECT:23-120 HORIZ. SCALE: 1" = 40' DATE:SEPTEMBER 2024 Petra Academy-2010 Original Design Tract 1 Block 3 Valley West Subdivision STORMWATER DETENTION CALCULATIONS Calculation of Required Volume for Storm Detention Pond (Reference: Bozeman Stormwater Master Plan-1982) Design Rainfall Freq. 10 year(see page III-5 of master plan) IDF coefficient a 0.64 IDF coefficient b IDF coefficient n 0.65 Pre-development Calculations Post-development Calculations C C Areas(ft): open space 271,678 0.20 Areas(ft): Landscape 116,248 0.20 med.res. 0.35 Impervious 92,595 0.90 dense res. 0.50 Building 62,835 0.90 comm.neigh. 0.60 0.20 comm.down. 0.80 0.20 industrial 0.80 0.20 Total: 271,678 Total: 271,678 total area: 6.24 acres total area: 6.24 acres composite C: 0.20 composite C: 0.60 Overland tc Overland tc average slope: 1.2 percent average slope: 1.5 percent travel distance: 310 feet travel distance: 310 feet tc: 28 minutes tc: 14 minutes Channel t. Channel t. channel t.: minutes channel t.: minutes Total t,: 28 minutes Total tc: 14 minutes intensity at tc(fig 23): 1.05 in/hr intensity at tc(fig 23): 1.62 in/hr pre-devel peak runoff: 1.31 cfs post-devel peak runoff: 6.07 cfs Storm Duration Intensity Future Runoff Runoff Release Required (minutes) (in/hr) Rate(cfs) Volume(cf) Volume(cf) Storage(cf) 14 1.62 6.07 5232 1132 4100 16 1.49 5.58 5476 1290 4186 18 1.38 5.17 5702 1448 4254 20 1.29 4.84 5912 1605 4306 22 1.22 4.55 6109 1763 4346 24 1.15 4.31 6295 1921 4374 26 1.09 4.09 6471 2078 4393 28 1.04 3.90 6639 2236 4403 30 1.00 3.73 6799 2394 4405 32 0.96 3.58 6952 2551 4401 34 0.92 3.44 7100 2709 4391 36 0.89 3.32 7242 2866 4375 38 0.86 3.21 7379 3024 4355 40 0.83 3.10 7511 3182 4329 42 0.80 3.01 7639 3339 4300 44 0.78 2.92 7764 3497 4267 46 0.76 2.83 7884 3655 4230 required detention storage(ft) Petra Academy-Detention pond.xls Detention Pond Calculations: design depth of pond 1.50 feet max side slope 4.00 horizontal to 1.00 vertical length/width ratio 3.00 min.particle removed 40 microns(1 micron=1 x 10-6 meters) settling velocity of particle 0.006 feet/second min.pond to settle particle 880 square feet pond dimentions assuming vertical side slopes(actual pond footprint will be larger) width 31 length 94 Volume held between contours: Cumulative Contour Area(ft) Delta V(ft) Volume(ft) 4755.00 IF 4755.5 1,660 415 415 4757.0 4,093 4,315 4,730 Design storage at 1.5'depth(ft)= 4,730 Petra Academy-Detention pond.xls Petra Academy-2024 Updated Design Tract 1 Block 3 Valley West Subdivision STORMWATER DETENTION CALCULATIONS Calculation of Required Volume for Storm Detention Pond (Reference: Bozeman Stormwater Master Plan-1982) Design Rainfall Freq. 10 year(see page III-5 of master plan) IDF coefficient a 0.64 IDF coefficient b IDF coefficient n 0.65 Pre-development Calculations Post-development Calculations C C Areas(ft): open space 271,678 0.20 Areas(ft): Landscape 105,340 0.20 med.res. 0.35 Impervious 81,748 0.90 dense res. 0.50 Building 84,590 0.90 comm.neigh. 0.60 0.20 comm.down. 0.80 0.20 industrial 0.80 0.20 Total: 271,678 Total: 271,678 total area: 6.24 acres total area: 6.24 acres composite C: 0.20 composite C: 0.63 Overland t, Overland t, average slope: 1.2 percent average slope: 1.5 percent travel distance: 310 feet travel distance: 310 feet tc: 28 minutes tc: 14 minutes Channel t. Channel t� channel t,: minutes channel t,: minutes Total t,: 28 minutes Total t,: 14 minutes intensity at t.(fig 23): 1.05 in/hr intensity at t,(fig 23): 1.68 in/hr pre-devel peak runoff: 1.31 cfs post-devel peak runoff: 6.60 cfs Storm Duration Intensity Future Runoff Runoff Release Required (minutes) (in/hr) Rate(cfs) Volume(cf) Volume(cf) Storage(cf) 14 1.68 6.60 5367 1069 4298 16 1.54 6.03 5632 1226 4406 18 1.42 5.58 5875 1384 4491 20 1.33 5.20 6101 1542 4560 22 1.24 4.88 6313 1699 4614 24 1.18 4.61 6512 1857 4655 26 1.11 4.37 6700 2015 4686 28 1.06 4.16 6879 2172 4707 30 1.01 3.98 7050 2330 4720 32 0.97 3.81 7214 2487 4726 34 0.93 3.66 7370 2645 4725 36 0.90 3.53 7521 2803 4719 38 0.87 3.40 7667 2960 4706 40 0.84 3.29 7807 3118 4689 42 0.81 3.19 7943 3276 4667 44 0.79 3.09 8075 3433 4642 46 0.77 3.00 8203 3591 4612 required detention storage(ft)= 4,726 Petra Academy-Detention pond.xls Appendix B Petra Academy - New Secondary Building 4720 Classical Way Required Retention Storage Calculations Western Parking Lot Extension Design Rainfall Freq. 10 year-2 Hour Event OF coefficient a 0.64 OF coefficient b OF coefficient n 0.65 Basin C Post-development Conditions: Square feet Acres C Impervious 11,845 0.27 0.90 Landscaped 1,366 0.03 0.20 Total area 13,211 0.30 Composite C 0.83 Retention Basin Calculation: Q = CIA C = 0.83 (post-development) I = 0.41 in/hr(10-yr, 2-hr storm) A= 0.30 acres Qpost= 0.10 cfs Required retention storage (ft) = 737 ft3 (10-yr, 2-hr storm) Basin D Post-development Conditions: Square feet Acres C Impervious 12,714 0.29 0.90 Landscaped 1,328 0.03 0.20 Total area 14,042 0.32 Composite C 0.83 Retention Basin Calculation: Q= CIA C = 0.83 (post-development) I = 0.41 in/hr(10-yr, 2-hr storm) A= 0.32 acres Qpost= 0.11 cfs Required retention storage (ft) = 789 ft3 (10-yr, 2-hr storm) Total Required retention storage (ft) ft3 (10-yr, 2-hr storm) (Basin C + D) Total Provided retention storage (ft) = 1,601 ft3 Appendix C Stormwater Run-off and Piping Calculations Appendix C Petra Academy - New Secondary Building 4720 Classical Way Stormwater Runoff Calculations Design Rainfall Freq. 25 year IDF coefficient a 0.78 IDF coefficient b IDF coefficient n 0.64 Basin A: Post-Development Calculations C Areas (ft): Landscape 3,754 0.20 Impervious 8,667 0.90 Total: 12,421 0.69 total area: 0.285 acres composite C: 0.69 Overland tc average slope: 2.4 percent estimate travel distance: 200 feet t,: 8 minutes Total tc: 8 minutes intensity at t,(fig 23): 2.80 in/hr Peak runoff: 0.55 cfs Pipe 1 Basin B (Roof): Post-Development Calculations C Areas (ft): Landscape 0.20 Impervious 21,755 0.90 Total: 21,755 0.90 total area: 0.499 acres composite C: 0.90 Overland tc average slope: 0.5 percent estimate travel distance: 200 feet tc: 7 minutes Total t,: 7 minutes intensity at tc(fig 23): 3.18 in/hr Peak runoff: 1.43 cfs Pipe 2 Basin C+D (Additional Parking): Post-Development Calculations C Areas (ft): Landscape 2,694 0.20 Impervious 24,559 0.90 Total: 27,253 0.83 Storm Runoff Calculation - 25 Year Event.xls total area: 0.626 acres composite C: 0.83 Overland tr average slope: 2.25 percent estimate travel distance: 370 feet tc: 7 minutes Total tr: 7 minutes intensity at tc(fig 23): 2.98 in/hr Peak runoff: 1.55 cfs Pipe 3 Basin D: Post-Development Calculations C Areas (ft): Landscape 1,328 0.20 Impervious 12,714 0.90 Total: 14,042 0.83 total area: 0.322 acres composite C: 0.83 Overland t, average slope: 2.25 percent estimate travel distance: 370 feet tc: 7 minutes Total t.: 7 minutes intensity at tc(fig 23): 3.00 in/hr Peak runoff: 0.81 cfs Pipe 4 Storm Runoff Calculation - 25 Year Event.xls Petra Academy- New Secondary Building Pipe Schedule Storm o Max Pipe Actual Demand Drain Size Slope (/o) Length Capacity (CFS) Contributing Basins (CFS) Pipe 1* 12" 0.60 50 3.0 Basin A+ Basin B 1.98 2 10" 1.00 360 2.4 Basin B 1.43 3 10" 1.00 19 2.4 Basin C + D 1.55 4 8" 0.50 258 0.92 Basin D 0.81 *Pipe is existing. Petra Academy- New Secondary Building Pipe 1 CIRCULAR CHANNEL T Manning's Eqn. Q=1.486 A R213 S112 Revised 7/21/23 n Diameter,do(in)= 12.0 Enter Value Diameter,do(ft)= 1.00 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.006 0.60% Wetted Hydraulic Hydraulic Section Energy, Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =VZ/2g Depth,y(ft) Theta(rad) Area,A(ft) (ft) (ft) T(ft) (ft) (ft...) Q(cfs) Q(gpm) hour day) V(ftls) (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 2854.9 0.9 0.01 0.10 1.29 0.04 0.64 0.06 0.60 0.07 0.01 0.1 25.9 12412.1 1.4 0.03 0.15 1.59 0.07 0.80 0.09 0.71 0.10 0.02 0.1 60.2 28898.9 1.8 0.05 0.20 1.85 0.11 0.93 0.12 0.80 0.14 0.04 0.2 108.5 52062.3 2.2 0.07 0.25 2.09 0.15 1.05 0.15 0.87 0.18 0.06 0.4 169.7 81437.5 2.5 0.09 0.30 2.32 0.20 1.16 0.17 0.92 0.22 0.09 0.5 242.6 116424.3 2.7 0.12 0.35 2.53 0.24 1.27 0.19 0.95 0.26 0.12 0.7 325.7 156321.3 3.0 0.14 0.40 2.74 0.29 1.37 0.21 0.98 0.30 0.16 0.9 417.4 200343.8 3.2 0.16 0.45 2.94 0.34 1.47 0.23 0.99 0.34 0.20 1.1 515.9 247632.5 3.4 0.17 0.50 3.14 0.39 1.57 0.25 1.00 0.39 0.25 1.4 619.3 297256.8 3.5 0.19 0.55 3.34 0.44 1.67 0.26 0.99 0.44 0.30 1.6 725.4 348213.1 3.7 0.21 0.60 3.54 0.49 1.77 0.28 0.98 0.50 0.35 1.9 832.1 399418.1 3.8 0.22 0.65 3.75 0.54 1.88 0.29 0.95 0.57 0.41 2.1 936.9 449695.0 3.9 0.23 0.70 3.96 0.59 1.98 0.30 0.92 0.64 0.47 2.3 1037.0 497749.1 3.9 0.24 0.75 4.19 0.63 2.09 0.30 0.87 0.73 0.54 2.5 1129.4 542123.6 4.0 0.25 0.80 4.43 0.67 2.21 0.30 0.80 0.84 0.62 2.7 1210.7 581117.3 4.0 0.25 0.85 4.69 0.71 2.35 0.30 0.71 1.00 0.71 2.8 1276.3 612610.7 4.0 0.25 0.90 5.00 0.74 2.50 0.30 0.60 1.24 0.83 2.9 1320.1 633630.9 4.0 0.24 0.95 5.38 0.77 2.69 0.29 0.44 1.77 1.02 3.0 1330.9 638813.4 3.8 0.23 1.00 6.28 0.79 3.14 0.25 0.00 2.8 1239.0 594714.5 3.5 0.19 4.5 4.0 3.5 3.0 ------ o«Fs' 2.5 .' Eoli 2.0 ' i i 1.5 1.0 0.5 0.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 Depth(ft) Petra Academy- New Secondary Building Pipe 2 CIRCULAR CHANNEL T Manning's Eqn. Q=1.486 A R213 S112 Revised 7/21/23 n Diameter,do(in)= 10.0 Enter Value Diameter,do(ft)= 0.83 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.01 1.00% Wetted Hydraulic Hydraulic Section Energy, Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =VZ/2g Depth,y(ft) Theta(rad) Area,A(ft) (ft) (ft) T(ft) (ft) (ft...) Q(cfs) Q(gpm) hour day) V(ftls) (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 0.04 0.90 0.01 0.38 0.03 0.36 0.03 0.00 0.0 4.7 2266.6 1.0 0.02 0.08 1.29 0.03 0.54 0.05 0.50 0.06 0.01 0.0 20.5 9854.2 1.6 0.04 0.13 1.59 0.05 0.66 0.08 0.60 0.09 0.02 0.1 47.8 22943.3 2.1 0.07 0.17 1.85 0.08 0.77 0.10 0.67 0.12 0.03 0.2 86.1 41333.1 2.5 0.09 0.21 2.09 0.11 0.87 0.12 0.72 0.15 0.04 0.3 134.7 64654.5 2.8 0.12 0.25 2.32 0.14 0.97 0.14 0.76 0.18 0.06 0.4 192.6 92431.1 3.1 0.15 0.29 2.53 0.17 1.06 0.16 0.79 0.21 0.08 0.6 258.6 124105.9 3.4 0.18 0.33 2.74 0.20 1.14 0.18 0.82 0.25 0.10 0.7 331.4 159056.1 3.6 0.20 0.38 2.94 0.24 1.23 0.19 0.83 0.29 0.13 0.9 409.6 196599.3 3.8 0.23 0.42 3.14 0.27 1.31 0.21 0.83 0.33 0.16 1.1 491.7 235996.8 4.0 0.25 0.46 3.34 0.31 1.39 0.22 0.83 0.37 0.19 1.3 575.9 276451.8 4.2 0.27 0.50 3.54 0.34 1.48 0.23 0.82 0.42 0.22 1.5 660.6 317104.3 4.3 0.29 0.54 3.75 0.38 1.56 0.24 0.79 0.47 0.26 1.7 743.8 357019.9 4.4 0.30 0.58 3.96 0.41 1.65 0.25 0.76 0.53 0.30 1.8 823.3 395170.8 4.5 0.31 0.63 4.19 0.44 1.75 0.25 0.72 0.61 0.34 2.0 896.7 430400.4 4.6 0.32 0.67 4.43 0.47 1.85 0.25 0.67 0.70 0.39 2.1 961.2 461358.1 4.6 0.33 0.71 4.69 0.49 1.96 0.25 0.60 0.83 0.45 2.3 1013.3 486361.3 4.6 0.32 0.75 5.00 0.52 2.08 0.25 0.50 1.03 0.53 2.3 1048.0 503049.5 4.5 0.32 0.79 5.38 0.54 2.24 0.24 0.36 1.47 0.65 2.4 1056.6 507164.0 4.4 0.30 0.83 6.28 0.55 2.62 0.21 0.00 2.2 983.7 472153.2 4.0 0.25 5.0 4.5 - - 4.0 - 3.5 3.0 ---� 2.5 2.0 - 1.5 .' .' 1.0 0.5 0.0 0.00 0.20 0.40 0.60 0.80 1.00 Depth(ft) Petra Academy- New Secondary Building Pipe 3 CIRCULAR CHANNEL T Manning's Eqn. Q=1.486 A R213 S112 Revised 7/21/23 n Diameter,do(in)= 10.0 Enter Value Diameter,do(ft)= 0.83 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.01 1.00% Wetted Hydraulic Hydraulic Section Energy, Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =VZ/2g Depth,y(ft) Theta(rad) Area,A(ft) (ft) (ft) T(ft) (ft) (ft...) Q(cfs) Q(gpm) hour day) V(ftls) (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 0.04 0.90 0.01 0.38 0.03 0.36 0.03 0.00 0.0 4.7 2266.6 1.0 0.02 0.08 1.29 0.03 0.54 0.05 0.50 0.06 0.01 0.0 20.5 9854.2 1.6 0.04 0.13 1.59 0.05 0.66 0.08 0.60 0.09 0.02 0.1 47.8 22943.3 2.1 0.07 0.17 1.85 0.08 0.77 0.10 0.67 0.12 0.03 0.2 86.1 41333.1 2.5 0.09 0.21 2.09 0.11 0.87 0.12 0.72 0.15 0.04 0.3 134.7 64654.5 2.8 0.12 0.25 2.32 0.14 0.97 0.14 0.76 0.18 0.06 0.4 192.6 92431.1 3.1 0.15 0.29 2.53 0.17 1.06 0.16 0.79 0.21 0.08 0.6 258.6 124105.9 3.4 0.18 0.33 2.74 0.20 1.14 0.18 0.82 0.25 0.10 0.7 331.4 159056.1 3.6 0.20 0.38 2.94 0.24 1.23 0.19 0.83 0.29 0.13 0.9 409.6 196599.3 3.8 0.23 0.42 3.14 0.27 1.31 0.21 0.83 0.33 0.16 1.1 491.7 235996.8 4.0 0.25 0.46 3.34 0.31 1.39 0.22 0.83 0.37 0.19 1.3 575.9 276451.8 4.2 0.27 0.50 3.54 0.34 1.48 0.23 0.82 0.42 0.22 1.5 660.6 317104.3 4.3 0.29 0.54 3.75 0.38 1.56 0.24 0.79 0.47 0.26 1.7 743.8 357019.9 4.4 0.30 0.58 3.96 0.41 1.65 0.25 0.76 0.53 0.30 1.8 823.3 395170.8 4.5 0.31 0.63 4.19 0.44 1.75 0.25 0.72 0.61 0.34 2.0 896.7 430400.4 4.6 0.32 0.67 4.43 0.47 1.85 0.25 0.67 0.70 0.39 2.1 961.2 461358.1 4.6 0.33 0.71 4.69 0.49 1.96 0.25 0.60 0.83 0.45 2.3 1013.3 486361.3 4.6 0.32 0.75 5.00 0.52 2.08 0.25 0.50 1.03 0.53 2.3 1048.0 503049.5 4.5 0.32 0.79 5.38 0.54 2.24 0.24 0.36 1.47 0.65 2.4 1056.6 507164.0 4.4 0.30 0.83 6.28 0.55 2.62 0.21 0.00 2.2 983.7 472153.2 4.0 0.25 5.0 4.5 - - 4.0 - 3.5 3.0 ---� 2.5 2.0 - 1.5 .' .' 1.0 0.5 0.0 0.00 0.20 0.40 0.60 0.80 1.00 Depth(ft) Petra Academy- New Secondary Building Pipe 4 CIRCULAR CHANNEL T Manning's Eqn. Q=1.486 A R213 S112 Revised 7/21/23 n Diameter,do(in)= 8.0 Enter Value Diameter,do(ft)= 0.67 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.005 0.50% Wetted Hydraulic Hydraulic Section Energy, Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =VZ/2g Depth,y(ft) Theta(rad) Area,A(ft) (ft) (ft) T(ft) (ft) (ft...) Q(cfs) Q(gpm) hour day) V(ftls) (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 0.03 0.90 0.01 0.30 0.02 0.29 0.02 0.00 0.0 1.8 883.9 0.6 0.01 0.07 1.29 0.02 0.43 0.04 0.40 0.05 0.00 0.0 8.0 3843.1 1.0 0.01 0.10 1.59 0.03 0.53 0.06 0.48 0.07 0.01 0.0 18.6 8947.8 1.3 0.02 0.13 1.85 0.05 0.62 0.08 0.53 0.09 0.02 0.1 33.6 16119.7 1.5 0.04 0.17 2.09 0.07 0.70 0.10 0.58 0.12 0.02 0.1 52.5 25214.9 1.7 0.05 0.20 2.32 0.09 0.77 0.11 0.61 0.14 0.03 0.2 75.1 36047.6 1.9 0.06 0.23 2.53 0.11 0.84 0.13 0.64 0.17 0.05 0.2 100.8 48400.6 2.1 0.07 0.27 2.74 0.13 0.91 0.14 0.65 0.20 0.06 0.3 129.2 62031.0 2.2 0.08 0.30 2.94 0.15 0.98 0.16 0.66 0.23 0.07 0.4 159.7 76672.6 2.3 0.08 0.33 3.14 0.17 1.05 0.17 0.67 0.26 0.09 0.4 191.7 92037.4 2.4 0.09 0.37 3.34 0.20 1.11 0.18 0.66 0.30 0.11 0.5 224.6 107814.6 2.5 0.10 0.40 3.54 0.22 1.18 0.19 0.65 0.33 0.13 0.6 257.6 123668.9 2.6 0.11 0.43 3.75 0.24 1.25 0.19 0.64 0.38 0.15 0.6 290.1 139235.8 2.7 0.11 0.47 3.96 0.26 1.32 0.20 0.61 0.43 0.17 0.7 321.1 154114.4 2.7 0.12 0.50 4.19 0.28 1.40 0.20 0.58 0.49 0.20 0.8 349.7 167853.7 2.8 0.12 0.53 4.43 0.30 1.48 0.20 0.53 0.56 0.22 0.8 374.8 179927.1 2.8 0.12 0.57 4.69 0.32 1.56 0.20 0.48 0.66 0.26 0.88 395.2 189678.1 2.8 0.12 0.60 5.00 0.33 1.67 0.20 0.40 0.83 0.30 0.91 408.7 196186.5 2.8 0.12 0.63 5.38 0.34 1.79 0.19 0.29 1.18 0.37 0.92 412.1 197791.1 2.7 0.11 0.67 6.28 0.35 2.09 0.17 0.00 0.85 383.6 184137.1 2.4 0.09 3.0 2.5 / 2.0 101 100, 1.5 1.0 0.5 0.0 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 Depth(ft) Appendix D Stormwater Maintenance Plan STORMWATER MAINTENANCE PLAN Petra Academy—New Secondary Building Owner's responsibility for routine inspection and maintenance 1. Keep the inlets of the facilities free of leaves, rocks,and other debris. 2. See that litter and other debris are removed from inlets, swales, and vegetated and paved areas. 3. Maintenance of the underground systems are as follows: • Minimum required maintenance includes a quarterly inspection during the first year of operation and a yearly inspection thereafter. Utilize inspection ports for inspections. • The inspection ports can be used to pump water into the system and re- suspend accumulated sediment so that is may be pumped out. Flush and pump as inspections deem necessary. 4. Property Owner to maintain and fund Operation and Maintenance of stormwater facilities. , Property Owner Appendix E RainVault Design Specifications w w 0 Q o w O O Q O O O 0 10' 20' SCALE 1"= 10' DATE SHEET NO. RAINVAULT UNDERGROUND DETENTION SYSTEM RAI NVAULT SITE SPECIFIC 08/02/2024 RAINVAULT SYSTEM OVERLAY DESIGN TO BE REVIEWED AND APPROVED BY DRAFTED BY UNDERGROUND DETENTION SYSTEM ACFwESTNC. PETRA ACADEMY NEW SECONDARY BUILDING ENGINEER OF RECORD EDQ PRIOR TO PRODUCT O G E O S Y N T H E T I C S BOZEMAN, MT PURCHASE AND ACE WEST PROJECT NUMBER r FOR ADDITIONAL INFORMATION PLEASE CONTACT: SITE DESIGNATION: STORMWATER RETENTION SYSTEM CONSTRUCTION. 24-008MT J ACE WEST 1 1-800-423-4567 1 WWW.ACFWEST.COM RAINVAULT DESIGN INFORMATION 71 MODULE STACK CONFIGURATION: 1.0 TOTAL SYSTEM STORAGE VOLUME: 1,601 CF TOP OF COVER STONE ELEVATION (12"): 102.41 NO. OF RAINVAULT MODULE STACKS: 220 RAINVAULT MODULE STORAGE VOLUME: 942 CF TOP OF MODULE ELEVATION: 101.41 DESIGN TRAFFIC LOADING: HS-20 STONE STORAGE VOLUME(40%VOID RATIO): 659 CF MODULE INVERT: 100.00 STONE BASE INVERT(3"): 99.75 NOTE: ELEVATIONS PROVIDED AS REFERENCE. REFER TO CIVIL PLANS FOR ACTUAL ELEVATION INFORMATION. 55'-7" 2'-0"STONE r PERIMETER N r-I INLET PIPE 8" MAINTENANCE PORT RAINVAULT 1.0 MODULE STACK CONNECTION (TYP. OF 2) (TYP. OF 220 STACKS) 0 10' 20' SCALE 1"= 10' DATE SHEET NO. RAINVAULT UNDERGROUND DETENTION SYSTEM RAI NVAULT SITE SPECIFIC 08/02/2024 RAINVAULT DETAILED SYSTEM LAYOUT DESIGN TO BE REVIEWED AND AND APPROVED BY DRAFTED BY UNDERGROUND DETENTION SYSTEM ACFwESTNC. PETRA ACADEMY NEW SECONDARY BUILDING ENGINEER OF RECORD EDQ PRIOR TO PRODUCT O G E O S Y N T H E T I C S BOZEMAN, MT PURCHASE AND ACE WEST PROJECT NUMBER r FOR ADDITIONAL INFORMATION PLEASE CONTACT: SITE DESIGNATION: STORMWATER RETENTION SYSTEM CONSTRUCTION. 24-008MT J ACE WEST 1 1-800-423-4567 1 WWW.ACFWEST.COM RAINVAULT MATERIAL QUANTITIES MODULE STACK CONFIGURATION: 1.0 NO.OF RAINVAULT MODULE STACKS: 220 TENCATE MIRAFI FW-402 WOVEN EXCAVATION WRAP TENCATE MIRAFI FW-402 WOVEN MODULE WRAP: 1,837 SF(204 SY) FINISHED TENCATE MIRAFI FW-402 WOVEN MODULE WRAP TENCATE MIRAFI FW-402 WOVEN EXCAVATION WRAP: 2,748 SF(305 SY) SURFACE EXCAVATION FOOTPRINT: 991 SF MAX.ALLOW. FINISH GRADE=109.41 MIN.ALLOW.FINISH GRADE=102.6666 STONE BACKFILL QUANTITY: 1,647 CF(61 CY) IIIIIIII NO.OF RAINVAULT TOP/BOTTOM PANELS: 440 =III=III=111� TOP OF BACKFILL ELEV.=102.41 NO.OF RAINVAULT SIDE PLATES: 108 IIIIIIIIIIIII 1 1 1 1 1= TOP OF MODULE ELEV.=101.41 -III-III-III NO.OF RAINVAULT CAP PLATES: 220 1=III=III=11 =III=III= -III-III-III I I-III-III-I 1=1 11=1 11=1 I III-III-I 11= NO.OF RAINVAULT CONNECTOR LUG BOXES,220 COUNT: 3 III-III-III =III=III=1 1=1 11=1 11=1 I =1 I I-III-I 11= NO.OF 8" MAINTENANCE PORTS: 2 III=III=III 1=III=III=1 NO.OF TRASH GUARD PLUS UNITS(TGP): 1 i I 1=1 11=1 I I 11=1 11=1 11=1 FABRIC PIPE BOOT: 1 1=III=III=11 -III=III=III= -III-III-III 11=1 11=1 11=1 1=1 11=1 11=1 I =1 I I-III-I 11= -III-III-III 11=1 11=1 11=1 1=III=III=11 =III=III= MODULE INV=100.00 -III-III-III 1=1 11=1 11=1 I I I 1=1 11=1 11= III-III-III 11=1I1=IH I BASE INV=99.75 1=III=III=11-=== - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1.1111 III III III III III III III III III III III III III 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 111 RAINVAULT SYSTEM WRAP DETAIL NOT TO SCALE HS-20 TRAFFIC LOADING: 30.32" THE RAINVAULT SYSTEM MEETS AASHTO HL-93 LOADING UNDER THE AASHTO LRFD BRIDGE DESIGN SPECIFICATION.A CUSTOM LOAD MODEL _ TOOL IS AVAILABLE FOR SITE SPECIFIC MINIMUM COVER DESIGN. COVER: VOLUMES MATERIAL PAVEMENT 15" MINIMUM VOID RATIO: 95% 100%RECYCLED � SURFACE 8'MAXIMUM DISPLACEMENT VOL.: 4.50 CF POLYPROPYLENE STORAGE VOL.: 4.28 CF (SEE CONECTOR LUG N DETAIL) TOP VIEW I III-III III IIIIIII I I III_ITI=III III—ITI=ITI= DIMENSIONS LOAD CAPACITY I I n=ITI III ITI1i11i1 III-III-III III-III-III- LENGTH: 30.32" VERTICAL RATING: 60 PSI 1=1 11=1 11=1 I I-III-III-I I I -III-III-III-III-III-I I- I III-III III IIIIII-III WIDTH: 15.16" LATERAL RATING: 35 PSI IIIIII-III III-III-III- BACKFILL DEPTH 1=III=1I=III=II=III11I HEIGHT: 16.93" AASHTO LRFD: H-10 I I VARIES BASED ON =1I IIIII I1=I1=1I1=1 I- HS-20 1=III=III=III=III=III=III SITE SPECIFIC DESIGN HS-25 III-I 11=1 I I I I 1=1 11=1 I I I I-1I1-ll 1-1LI=ll III ,..�� - - - - - - - VARIES BASED ON MODULE HEIGHT 30.32" I III=III III III=III III %' II I Ill)�I II II I�LI II - -III-III-III-III-III_-III- -' -III III III=III III=III 12 24" - 0' -IIII I11I1=1I-I I11I1= 15.08" I-III=1_I=III=II=III1 1 PERIMETER 00 - =1 I I-I I I-I I I-I I I-I I I-I I I-I 11=111=11 I-I 11=111=111=111=11=111=111=1 =1Ti=ITI=111=1�� � =111=111=111-111-111-111-111-111-111-111-111-111-111-111-111-111 111=111=111-111= 3" MIN.BASE " ISOMETRIC VIEW SIDE VIEW -III-III-III-III-III-III-ITI-III-III-III-III-III-III-III-III-III-III-III-III-III-I 11I 1=1 11=1 I11 I I-1 11=1 11=1 1 11I I-1 1 11 I11 1 11 11=1 11=1 1 11I I-1 I I I I11 1 11I 11 11= 3.35" III-III-III=1 1= SUBGRADE MUST PROVIDE A MINIMUM BEARING NOTE: CONNECTOR LUGS TO BE USED TO JOIN ADJACENT AND UPPER MODULES AS NEEDED. CAPACITY OF 2,000 LBS/SF PRIOR TO INSTALLING BASE NOTE: CONNECTOR LUG SIDE PLATE MATERIALS AND/OR RAINVAULT.(SPEC.-3.01132) REFER TO SYSTEM WRAP DETAIL FOR WRAP ENLARGED FOR CLARITY TO BE INSTALLED ON THE CONFIGURATION AND SPECIFIED MATERIALS. PERIMETER OF THE SYSTEM RAINVAULT HS-20 LOADING DETAIL RAINVAULT 1.0 MODULE NOT TO SCALE NOT TO SCALE DATE SHEET NO. RAINVAULT UNDERGROUND DETENTION SYSTEM RAINVAULT SITE SPECIFIC 08/02/2024 RAINVAULT SYSTEM DETAILS DESIGN TO BE REVIEWED AND AND APPROVED BY DRAFTED BY UNDERGROUND DETENTION SYSTEM ACFwESTNC. PETRAACADEMY NEW SECONDARY BUILDING ENGINEER OF RECORD EDQ PRIOR TO PRODUCT O BOZEMAN MT PURCHASE AND ACF WEST PROJECT NUMBER r FOR ADDITIONAL INFORMATION PLEASE CONTACT: SITE DESIGNATION: STORMWATER RETENTION SYSTEM CONSTRUCTION. 24008MT J ACF WEST 1 1-800-423-4567 1 WWW.ACFWEST.COM 8"SDR-35 PVC MAINTENANCE PORT SLOT ORIENTATION CONNECTION NOTES: 5" DIA. HOLE RAINVAULT BOTTOM PLATE MIN.8 OZ. 1. FOR 4"-12" PIPES,THE MOLDED CUTOUTS IN THE SIDES PLATES CAN BE REMOVED TO NON-WOVEN PROVIDE OPEN FLOW INTO THE RAINVAULT SYSTEM.PIPES CAN BE INSERTED INTO SIDE GEOTEXTILE PLATE AND EXTEND INTO THE MODULE. PIPE BOOT 2. FOR PIPES LARGER THAN 12", REMOVE AND TRIM SIDE PLATES AS NECESSARY TO N N PROVIDE UNOBSTRUCTED FLOW OF STORMWATER INTO RAINVAULT SYSTEM. INLET AND 3. OUTLET PIPES CAN BE PLACED ANYWHERE ON THE SIDE OF THE RAINVAULT 08"SDR-35 PIPE SYSTEM. 4. GEOTEXTILE MODULE WRAP MUST BE REMOVED FROM THE OPEN AREA OF THE PIPE. 16"FRAME AND COVER STAINLESS STEEL INFLUENT AND EFFLUENT WATER MUST NOT PASS THROUGH GEOTEXTILE. VERTICAL CUTS PAVEMENT REINFORCED CONCRETE COLLAR PIPE CLAMP FROM 5" HOLE SURFACE I PIPE BOOT INSTALLATION NOTES: MIN. 1"CLEARANCE FROM PIPE PIPE CONNECTION ISOMETRIC 1. THE FIRST PIPE CLAMP SHALL BE INSTALLED TO SECURE THE MODULE WRAP TO THE PIPE. MODULE WRAP NOT SHOWN FOR CLARITY 2. AFTER THE MODULE WRAP HAS BEEN SECURED TO THE PIPE,THE BOOT SHOULD BE MOVED INTO PLACE AGAINST THE FACE OF THE MODULES. IIIII = p 3. THE FACE OF THE BOOT SHOULD BE SECURED TO THE MODULE FABRIC TO ENSURE THE EXCAVATION WRAP =IIII III III III III—III 5� III III III=III III III= gP BOOT PROVIDES A SOIL TIGHT CONNECTION. NO FLAMES SHALL BE USED. STAINLESS STEEL HOSE CLAMPS S \1 (OUTER ENVELOPE) — \� S IF APPLICABLE IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Jpe' Q\Q� 4. A SECOND PIPE CLAMP MUST BE SECURED TO THE BOOT AROUND THE PIPE. T III III=III III III= (4)2" DIA.VENT HOLES O� MODULE WRAP �IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII GEOTEXTILE MODULE WRAP (INNER ENVELOPE) =III III—III=III III—III= oZ 2'-0" ; 1=—III 1=1 III 1=1 °O„ ow y, w N J Illllllli IIII IIII illlll llllll Q N _ a =111 m a STAINLESS STEEL w a IIIIII it — l I- 12-24 STAINLESS STEEL PIPE CLAMP -III III —III II — Q z PIPE CLAMP 1=III III—III III III—III PERIMETER NOTE: � O o 0 0 o MIN.8 OZ. NON-WOVEN III III III—III III III— REFER TO SYSTEM WRAP DETAIL MIN.8 OZ. NON WOVEN 1=111 III—III III III—II "' " o -III III III=III III III=III III_ J I III III=III III III=III III III=III III III=11 FOR WRAP CONFIGURATION GEOTEXTILE GEOTEXTILE PIPE BOOT AND SPECIFIED MATERIALS. PIPE BOOT PIPE CONNECTION CUT-OUT PIPE BOOT ASSEMBLY RAINVAULT MAINTENANCE PORT RAINVAULT PIPE CONNECTION AND BOOT DETAIL NOT TO SCALE NOT TO SCALE DIMENSIONS �WIDTH�{ PIPE ��m o°0Bo 000000000 oa°0o° DIAMETER <_15" <_ 18" S 24 O°° °000 0°° HEIGHT 24" 30" 36" 00 0° °° HEIGHT HEIGHT WIDTH 23" 28" 34" NOTE: TO PROTECTTHE RAINVAULTSYSTEM FROM TRASH AND DEBRIS,TRASH GUARD PLUS UNITS SHOULD BE INSTALLED SIDE FRONT IN ANY IMMEDIATELY UPSTREAM STORMWATER INLETS. 01313 WIDTH BOTTOM ISOMETRIC TRASH GUARD PLUS PRETREATMENT FILTER NOT TO SCALE DATE SHEET NO. RAINVAULT UNDERGROUND DETENTION SYSTEM RAINVAULT SITE SPECIFIC 08/02/2024 RAINVAULT SYSTEM DETAILS DESIGN TO BE REVIEWED AND AND APPROVED BY DRAFTED BY �} UNDERGROUND DETENTION SYSTEM ACFwESTNC. PETRAACADEMY NEW SECONDARY BUILDING ENGINEER OF RECORD EDQ PRIOR TO PRODUCT O BOZEMAN MT PURCHASE AND ACF WEST PROJECT NUMBER r FOR ADDITIONAL INFORMATION PLEASE CONTACT: SITE DESIGNATION: STORMWATER RETENTION SYSTEM CONSTRUCTION. 24-008MT J ACF WEST 1 1-800-423-4567 1 WWW.ACFWEST.COM PART 1-GENERAL C.BASE,BACKFILL AND COVER MATERIALS: 1.01 DESCRIPTION 1.ALL MATERIALS IMMEDIATELY SURROUNDING RAINVAULT MODULES MUST BE ANGULAR,LESS THAN 1.5"IN DIAMETER,AND FREE OF DEBRIS OR OTHER DISSIMILAR MATERIALS. A.THIS SECTION INCLUDES REQUIREMENTS FOR THE SUPPLY,INSTALLATION,AND COMMISSIONING OF THE RAINVAULT UNDERGROUND STORMWATER DETENTION SYSTEM,INCLUDING 2.ACCEPTABLE MATERIALS INCLUDE THE CIRCLED MATERIALS FROM THE UNIFIED SOIL CLASSIFICATION SYSTEM: EXCAVATION AND BACKFILLING OF THE SYSTEM. B.RAINVAULT IS AN UNDERGROUND MODULAR STORMWATER DETENTION SYSTEM DESIGNED TO CAPTURE AND TEMPORARILY DETAIN,RETAIN AND INFILTRATE,OR RETAIN AND STORE MAJOR DIVISIONS GROUP GROUP NAME STORMWATER RUNOFF,ENSURING POST-DEVELOPMENT HYDRAULICS MIMIC THOSE OF THE PRE-EXISTING CONDITIONS TO REDUCE THE RISK OF DOWNSTREAM FLOODING. SYMBOL 1.02 REFERENCES CLEAN GRAVEL<5%SMALLER GW WECOARADE GRAVEL,FINE A.RELATED DOCUMENTS FROM THE PROJECT AND PRODUCT MANUFACTURER/S APPLY TO THIS SECTION: GRAVEL THAN NO.200 SIEVE AVEL GP POORLY GRADED GRAVEL >50%OF COARSE FRACTION RETAINED ON 1.PROJECT PLANS&DRAWINGS N0.4(4.75 MM)SIEVE GM SILTY GRAVEL 2.TECHNICAL SPECIFICATIONS GRAVEL WITH>12%FINES 3.PRODUCT INSTALLATION GUIDES COARSE GRAINED SOILS GC CLAYEY GRAVEL B.LOCAL BUILDING CODES AND REGULATIONS GOVERNING STORMWATER MANAGEMENT AND UNDERGROUND UTILITIES. MORE THAN 50%RETAINED ON OR ABOVE NO.200(0.075 mm)SIEVE SW WELL-GRADED SAND,FINE TO 1.0 QUALITY CONTROL SAND CLEAN SAND COARSE SAND A.TO ENSURE PROJECT INTEGRITY,ALL COMPONENTS SHALL BE MANUFACTURED IN ISO CERTIFIED FACILITIES. 250%OF COARSE FRACTION PASSES SP POORLY GRADED SAND B.INSTALLATION SHALL BE EXECUTED BY SKILLED TECHNICIANS WITH SUCCESSFUL PROJECT EXPERIENCE ON LARGE EARTHWORK OR STORMWATER PROJECTS OF SIMILAR SIZE. N0.4(4.75 MM)SIEVE SM SILTY SAND SAND WITH>12%FINES 1.04 SUBMITTALS SC CLAYEY SAND A.SUBMIT PRODUCT DATA,INCLUDING ISO CERTIFICATION AND ULTIMATE COMPRESSIVE STRENGTH ME SILT B.SUBMIT INSTALLATION INSTRUCTIONS. SILT AND CLAY INORGANIC CL LEAN CLAY C.ALTERNATE PRODUCT SUBMISSIONS MUST BE PROVIDED AND APPROVED PRIOR TO BID OPENING.ALL TESTING DATA MUST EXCEED PERFORMANCE LISTED IN TABLE 2.01 A4. FINE GRAINED SOILS LIQUID LIMIT<50 50%OR MORE PASSING THE NO.200 ORGANIC OL ORGANIC SILT,ORGANIC CLAY 1.05 MATERIAL HANDLING (0.075 mm)SIEVE MH ELASTIC SILT A.IF TIME BETWEEN DELIVERY AND INSTALLATION OF MATERIALS EXCEEDS 30 DAYS,USE ATARP OR SCRAP GEOTEXTILE TO COVER ALL MATERIALS TO PROTECT AGAINST UV DAMAGE. SILT AND CLAY INORGANIC LIQUID LIMIT CH FAT CLAY B.IN COLD WEATHER(<40 DEGREES FAHRENHEIT),PLASTIC MATERIALS ARE MORE BRITTLE AND MUST BE HANDLED WITH CARE.DO NOT INSTALL WHEN MATERIALS OR SUBGRADE ARE ORGANIC OH ORGANIC CLAY,ORGANIC SILT FROZEN. HIGHLY ORGANIC SOILS PT PEAT PART 2-PRODUCTS 2.01 MATERIALS A.RAINVAULT MODULES: 3.SANDY IN-SITU MATERIALS MEETING THESE REQUIREMENTS MAY BE USED IN LIEU OF IMPORT MATERIALS. 1.THE RAINVAULT MODULES SHALL BE MADE OF RECYCLED POLYPROPYLENE(PP)MATERIAL CAPABLE OF MEETING THE LOADING REQUIREMENTS SPECIFIED WITHIN THIS DOCUMENT (SECTION 2.01 A4),AS DICTATED BYTHE PROJECT LOADING REQUIREMENTS,AS WELLAS ALL LOCAL BUILDING CODES. PART 3-EXECUTION 2.MODULES SHALL BE DESIGNED TO INTERLOCK SECURELY WITH ADJACENT MODULES FORMING AN OPEN STORAGE VAULT WITH NO INTERIOR OBSTRUCTIONS THAT WOULD LIMIT 3.01 INSTALLATION TRAVEL OF JET/VAC EQUIPMENT NEEDED TO MAINTAIN THE SYSTEM. A.PREPARATION: 3.MODULES MUST HAVE AN OUTER SHELL THAT CAN BE REMOVED OR MODIFIED TO ALLOW UNOBSTRUCTED FLOW OF RUNOFF FROM INLET/OUTLET PIPES TO MITIGATE CLOGGING 1.ENSURE INSTALLATION AREA IS CLEAR,AND THAT CONSTRUCTION SEQUENCING WILL NOT REQUIRE HEAVYTRAFFIC TO ACCESS THE INSTALLATION AREA AFTER INSTALLATION OF THE ISSUES. RAINVAULT. 4.THE MODULES SHALL HAVE A MINIMUM STORAGE CAPACITY OF 32 GALLONS PER MODULE. 2.SURVEY THE AREA AND PROVIDE 5'OFFSET STAKES FOR ALL CORNERS.STAKES MAY BE NEEDED FOR BOTH THE EXCAVATION AND THE RAINVAULT MODULES. 5. MODULES SHALL MEET THE FOLLOWING MINIMUM SPECIFICATION: 3.AS A BEST PRACTICE,INSTALL ALL INLET AND OUTLET STRUCTURES PRIOR TO INSTALLING THE RAINVAULT SYSTEM. ITEM DESCRIPTION VALUE B.EXCAVATION AND BASE: VOID AREA VOLUME AVAILABLE FOR WATER STORAGE 0.95 1.EXCAVATE THE DESIGNATED AREA TO THE DIMENSIONS SPECIFIED IN THE PROJECT PLANS,ENSURING PROPER ALIGNMENT AND GRADE.EXCAVATION MUST EXCEED RAINVAULT UNCONFINED CRUSH LOAD[VERTICAL] ASTM D 2412/ASTM F 2418 60 PSI DIMENSIONS BY AT LEAST 12-24"(PER PLANS)ON ALL SIDES TO ALLOW ROOM FOR BACKFILL. 2.SUBGRADE MUST PROVIDE A MINIMUM BEARING CAPACITY OF 2,000 LBS/SF PRIOR TO INSTALLING BASE MATERIALS AND/OR RAINVAULT.IF SUBGRADE IS PUMPING OR APPEARS UNCONFINED CRUSH LOAD[LATERAL] ASTM D 2412/ASTM F 2418 35 PSI EXCESSIVELY SOFT,CONSULT THE ENGINEER OF RECORD TO DETERMINE REMEDIATION REQUIREMENTS. SERVICE TEMPERATURE SAFE TEMPERATURE RANGE -14-167°F 3.IF REQUIRED,PLACE GEOTEXTILE(PER PLANS)ON SUBGRADE AND INSTALL BASE MATERIALS(PER PLANS,WITH 3-MIN)UP TO RAINVAULT INVERT. RECYCLED CONTENT USE OF GRADE 1 POST-INDUSTRIAL 100% C.RAINVAULT INSTALLATION: RECYCLED POLYPROPYLENE 1.INSTALLTHE GEOTEXTILE ENVELOPE ON THE BASE MATERIALS(IF REQUIRED). BIOLOGICAL AND CHEMICAL RESISTANCE POTENTIAL FOR DETERIORATION UNAFFECTED BY MOLD,ALGAE,SOIL-BORN 2.ASSEMBLE AND INSTALL THE RAINVAULT MODULES IN ACCORDANCE WITH THE PROJECT PLANS,MANUFACTURER'S INSTRUCTIONS,AND LOCAL BUILDING CODES. CHEMICALS,BACTERIA,AND BITUMEN 3.USE THE SUPPLIED LUGS TO CONNECT ADJACENT UNITS AND VERTICAL LAYERS. MINIMUM COVER HS-20 REQUIRED COVER FOR HS-20 LOADING 15 INCHES 4.INSTALL CAPS ON ALL MODULES AND SIDE PLATES ON ALL PERIMETER MODULES. (CONTACT ACF WEST FOR APPLICATIONS BETWEEN 12-15") 5.CONNECTALL INLET/OUTLET PIPES,ENSURING FREE FLOW BETWEEN PIPES AND MODULES. MINIMUM COVER HS-25 REQUIRED COVER FOR HS-25 LOADING 16 INCHES 6.INSTALL VERTICAL MAINTENANCE PORTS AS SHOWN ON PLANS. MAXIMUM COVER COVER DEPTH NOT TO EXCEED 8 FEET 7.WRAP GEOTEXTILE FABRIC AROUND MODULES,USING CARE AROUND PIPE PENETRATIONS TO PREVENT SOIL INTRUSION INTO THE RAINVAULT SYSTEM. D.BACKFILL: 6.RAINVAULT SUPPLIED BY:ACE WEST,INC;4390 N.YELLOWSTONE HWY.,IDAHO FALLS,ID 83401,(208)881-5070 1.BACKFILL AS SHOWN IN THE RAINVAULT INSTALLATION GUIDE.ENSURE PROPER COMPACTION OF THE BACKFILL MATERIAL. 2.IF AN OUTER GEOTEXTILE FABRIC IS REQUIRED(INSTALLED IN STEP B 3 ABOVE),WRAP THIS OVER THE BACKFILL USING CARE AROUND PIPE PENETRATIONS TO PREVENT SOIL INTRUSION B.GEOTEXTILE FABRIC: INTO THE BACKFILL. 1.INNER ENVELOPE:GEOTEXTILE FABRIC SHALL BE USED TO ENVELOPE THE RAINVAULT SYSTEM TO PREVENT BACKFILL OR SOIL INTRUSION INTO THE SYSTEM. 3.CONTINUE PLACING QUALITY FILL MATERIALS AS REQUIRED IN PROJECT PLANS.IF TOTAL COVER MUST EXCEED 8',NOTIFY YOUR RAINVAULT REPRESENTATIVE IMMEDIATELY. 2.OUTER ENVELOPE:GEOTEXTILE MAY BE USED AGAINST THE EXCAVATION FLOOR AND WALLS TO WRAP WASHED STONE BACKFILL TO REALIZE ADDITIONAL CAPACITY BEYOND THE MODULE VOLUME. 3.02 COMMISSIONING 3.GEOTEXTILE FABRIC SHALL BE NONWOVEN POLYPROPYLENE WITH A NOMINAL WEIGHT OF 8 OZ/SY,SUCH AS GEOTEX 801 OR N-180. A.INSPECT ALL PIPE CONNECTIONS TO ENSURE NO GEOTEXTILE OR PERIMETER PLATES COULD IMPEDE THE FLOW OF RUNOFF ARE PRESENT BETWEEN THE PIPE AND THE RAINVAULT. 4.THERE ARE OCCASIONS WHEN DIFFERENT GEOSYNTHETIC MATERIALS MAY BE SUBSTITUTED FOR THE NONWOVEN GEOTEXTILE. B.ENSURE ALL PRE-TREATMENT SYSTEMS,IF REQUIRED,HAVE BEEN INSTALLED PRIOR TO COMMISSIONING THE SYSTEM. I. FOR INFILTRATION APPLICATIONS,CONSIDER USING A WOVEN MONOFILAMENT GEOTEXTILE SUCH AS GEOTEX 111F OR FW-402 ON THE BOTTOM OF THE SYSTEM FOR BOTH INNER AND OUTER ENVELOPES. C.IF CONSTRUCTION ACTIVITIES ARE ON-GOING,ENSURE ALL INLET PROTECTION DEVICES ARE INSTALLED AND PROPERLY MAINTAINED UNTIL THE SITE 15 FULLY STABILIZED.IT IS NEVER ii. GEOMEMBRANE MATERIALS MAY BE USED ON THE BOTTOM AND SIDES OF THE SYSTEM(TYPICALLY REPLACING THE OUTER ENVELOPE)FOR STORMWATER HARVESTING RECOMMENDED TO USE THE RAINVAULT AS A SEDIMENT TRAP DURING CONSTRUCTION.COMMISSIONING OF THE SYSTEM SHOULD ONLY BE PERFORMED WHEN THE SITE IS FULLY APPLICATIONS OR TO PREVENT GROUNDWATER INTRUSION INTO THE SYSTEM.USE 8 OZ/SY NONWOVEN GEOTEXTILE ON BOTH SIDES OF THE GEOMEMBRANE FOR ADDED STABILIZED AND ALL PRE-TREATMENT SYSTEMS HAVE BEEN INSTALLED. PROTECTION OF THE LINER.RECOMMENDED GEOMEMBRANE MATERIALS INCLUDE: ii.l. 30 MIL PVC 3.03 PROTECTION AND CLEANUP ii.2. 30 MIL LLDPE A.REMOVE ALL DEBRIS AND EXCESS MATERIALS FROM THE CONSTRUCTION AREA UPON COMPLETION OF THE RAINVAULT INSTALLATION. 5.SYSTEMS THAT INCLUDE A FIRST FLUSH FILTER SECTION REQUIRE A 300 LB WOVEN GEOTEXTILE SUCH AS GEOTEX 315ST BENEATH THE MODULES FOR SCOUR PROTECTION. B.FENCE OFF VAULT AREA TO PREVENT HEAVY CONSTRUCTION TRAFFIC FROM PASSING OVER THE SYSTEM,AS THIS COULD DAMAGE THE MODULES. 2.02 SYSTEM COMPONENTS A.INLET AND OUTLET STRUCTURES: PART 4-MAINTENANCE 1.PROVIDE PRE-FABRICATED INLET AND OUTLET STRUCTURES DESIGNED TO EFFICIENTLY CONVEY STORMWATER INTO AND OUT OF THE RAINVAULT SYSTEM. 4.01 MAINTENANCE REQUIREMENTS 2.INLET AND OUTLET STRUCTURES SHALL BE MANUFACTURED FROM CORROSION-RESISTANT MATERIALS AND DESIGNED TO MEET LOCAL STORMWATER MANAGEMENT REQUIREMENTS. A.THE RAINVAULT SYSTEM SHOULD BE INSPECTED QUARTERLY THROUGHOUT THE FIRST YEAR OF SERVICE,AND SEMI-ANNUALLY THEREAFTER. 3.ALL INLET AND OUTLET PIPE CONNECTIONS TO THE RAINVAULT SYSTEM MUST BE COMPLETELY OPEN,FREE OF GEOTEXTILE OR MODULE SIDE PLATES THAT COULD INTERFERE WITH B.WHEN SEDIMENT WITHIN THE RAINVAULT REACHES 6"IN DEPTH,BACKFLUSH THE SYSTEM USING STANDARD EQUIPMENT.BEGINNING FURTHEST FROM THE SYSTEM,VACUUM THE THE FLOW OF RUNOFF INTO THE SYSTEM. FOLLOWING COMPONENTS: B.MAINTENANCE PORTS: a.INLETS CONTRIBUTING RUNOFF TO THE RAINVAULT 1.PROVIDE VERTICAL PIPE SECTIONS(8"SDR-35 IS RECOMMENDED)CONNECTED TO THE TOP OF THE RAINVAULT TO ALLOW MAINTENANCE ACCESS INTO THE SYSTEM. b.PRE-TREATMENT SYSTEMS 2.OPENINGS SHALL BE CUT ONLY INTO THE CAP,TOP,AND MIDDLE PANELS OF THE RAINVAULT BETWEEN THE STRUCTURAL CONES.BOTTOM PANEL SHOULD NOT BE CUT.PIPE SHOULD c. INLET AND OUTLET CONNECTIONS REST ON THE BOTTOM PLATE OF THE RAINVAULT SYSTEM. d.MAINTENANCE PORTS IN THE FIRST FLUSH FILTER AREA(IF APPLICABLE) 3.BOTTOM OF PIPE MUST BE CUT AS SHOWN IN DRAWINGS TO ALLOW ACCESS INTO THE SYSTEM. e.MAINTENANCE PORTS OUTSIDE OF THE FIRST FLUSH FILTER AREA C.DISPOSE OF REMOVED POLLUTANTS AS REQUIRED BY LOCAL REGULATIONS. DATE SHEET NO. RAINVAULT UNDERGROUND DETENTION SYSTEM RAI NVAULT SITE SPECIFIC 08/02/2024 RAINVAULT NARRATIVE SPECIFICATION DESIGN TO BE REVIEWED AND AND APPROVED BY DRAFTED BY UNDERGROUND DETENTION SYSTEM ACFwESTNC. PETRA ACADEMY NEW SECONDARY BUILDING ENGINEER OF RECORD EDQ PRIOR TO PRODUCT O G E O S Y N T H E T I C S BOZEMAN, MT PURCHASE AND ACE WEST PROJECT NUMBER 5 FOR ADDITIONAL INFORMATION PLEASE CONTACT: SITE DESIGNATION: STORMWATER RETENTION SYSTEM CONSTRUCTION. 24-008MT ACE WEST 1 1-800-423-4567 1 WWW.ACFWEST.COM