Loading...
HomeMy WebLinkAbout15-3 Preliminary Grading and Drainage Plan 2005-08-08 PRELIMINARY GRADING AND DRAINAGE PLAN FOR BOZEMAN GATEWAY DEVELOPMENT BOZEMAN, MONTANA Prepared By: Morrison-Maierle, Inc. 901 Technology Boulevard P.O. Box 1113 Bozeman, Montana 59771-1113 Engineers: Greg J. Stratton, P.E. Kevin D. Jacobsen, P.E. James A. Ullman, P.E. Date: August 8, 2005 File: 3638.003/041/0310 BOZEMAN GATEWAY PRELIMINARY GRADING AND DRAINAGE PLAN Page 1 BOZEMAN GATEWAY DEVELOPMENT, GRADING AND DRAINAGE PLAN TABLE OF CONTENTS 1.0 Introduction to the Existing Drainage System............................................................Page 3 2.0 Proposed Drainage Plan..............................................................................................Page 3 3.0 Land use to Determine Runoff...................................................................................Page 4 4.0 Water Courses................................................. ..........................................................Page 4 5.0 Major Drainage Basins Defined..................................................................................Page 5 6.0 Major Drainage System—Flood Routing Analysis ....................................................Page 6 7.0 Minor Drainage System..............................................................................................Page 7 8.0 Storm Water Maintenance Plan..................................................................................Page 7 LIST OF EXHIBITS Exhibits 1. Bozeman Gateway Drainage Basins Exhibit 2. Bozeman Gateway Minor Drainage Basin Exhibit 3. Bozeman Gateway Preliminary Site Grading Plan LIST OF APPENDICES Appendix A. Calculations BOZEMAN GATEWAY PRELIMINARY GRADING AND DRAINAGE PLAN Page 2 e BOZEMAN GATEWAY DEVELOPMENT PRELIMINARY GRADING AND DRAINAGE PLAN This section is a response to the requirements of the City of Bozeman Unified Development Ordinance, Section 18.42.080 relative to Grading and Drainage. This preliminary drainage plan provides the foundation for the drainage system to serve The Bozeman Gateway Subdivision Planned Unit Development and is based on the site plan provided with the preliminary plat application to the City of Bozeman. Specific requirements and details of the plan will need to be more closely examined as part of the infrastructure plan and specification review and individual site plan review process through the City of Bozeman. Modifications to account for variations in site design are expected. This preliminary analysis provides a drainage system that will effectively drain the site upon full development. 1.0 Introduction to the Existing Drainage System Bozeman Gateway Development is comprised of 72.20 acres located in the northwest quarter of Section 14 and the northeast quarter of Section 15, Township 2 south, Range 5 east. More specifically, the subject property is bordered by Huffine Lane to the north, Garfield Street to the south and Fowler Avenue intersecting the development in the eastern portion. The existing drainage system Upper Cattail Creek(Harmon Stream) which flows northerly into a 36"reinforced concrete Pipe (RCP) culvert extending under Huffine Lane and the Gallatin Valley Main Mall and then through Babcock Meadows Subdivision and eventually to the East Gallatin River. Another portion of the existing drainage system is an unnamed basin ditch which flows northerly and terminates into the Farmers Canal. The Farmer's Canal is to be relocated and conveyed through a 60" RCP which will terminate into the original channel at a point just south of the Chronicle building. Therefore unnamed basin drainage will be extended north through the project and into the 36"RCP flowing under Huffine Lane. An unnamed Tributary to Baxter Creek flows through the property on the west side of Fowler Ave. 2.0 Proposed Drainage Plan The Bozeman Gateway Development Drainage Plan consists of two systems, the major drainage system and the minor drainage system. The minor system is designed to provide public convenience, to accommodate moderate, relatively frequent flows, and to convey runoff from the site. The major drainage system shall convey 100-year events without inundating building structures. BOZEMAN GATEWAY PRELIMINARY GRADING AND DRAINAGE PLAN Page 3 Development tends to increase downstream peak flow by increasing runoff volumes and by decreasing the time it takes the runoff to travel downstream. The minor drainage system will consist of detention ponds and StormTech Detention systems designed for the 10-year storm event to reduce the downstream peak runoff to levels that existed before the subdivision was created. The detention systems will provide for removal of sediment and other storm water pollutant loads. 3.0 Land use to Determine Runoff In order to evaluate peak runoff for each of the basins an understanding of current and future development conditions is required. It will be assumed that all areas not currently within the Bozeman City Limits will be annexed per the Bozeman Community 2020 plan. The following table will be used with the rational method for calculating peak volumes(from the City of Bozeman Design Standards and Specifications Policy,July 2001,Table 1-1, and the Bozeman Community 2020 Plan): Zoning Land Use Runoff Coefficient B2 Community Business 0.80 R2 Residential (Medium) 0.35 R-MH Residential (Medium) 0.35 R-O Residential/Office 0.60 2020 Areas shown as Public Lands 0.20 2020 Areas to be annexed as Low to Med. Residential 0.35 2020 Areas to be annexed as Future Urban 0.35 2020 Areas to be annexed as High Density Residential 0.50 2020 Areas to be annexed as Business Park 0.60 2020 Areas to be annexed as Community Commercial 0.60 R3 &R3A Residential (Medium) 0.35 R4 Residential (High) 0.50 4.0 Water Courses There are three watercourses identified by the Gallatin Conservation District that currently cross the Bozeman Gateway Site., 1. An Unnamed Tributary to Baxter Creek 2. Upper Cattail Creek 3. An unnamed basin Refer to the"Bozeman Gateway Drainage Basins"Exhibit,for locations of each watercourse. The drainage basin for each watercourse is also illustrated on the above named exhibit. BOZEMAN GATEWAY PRELIMINARY GRADING AND DRAINAGE PLAN Page 4 5.0 Major Drainage Basins Defined None of the following basins are currently mapped by the National Flood Insurance Program for the 100 year flood plain. Additionally, each drainage basin analyzed is less than 25 square miles. Due the alluvial fan structure of the up-gradient terrain, few if any well defined ridges or naturally occurring boundaries delineate the basins. By following the contour lines on the USGS quadrangle map,it is nearly impossible to trace a flow line from Garfield Street to the base of the mountains to the south. Therefore,thorough field inspections were performed to determine the flow routing and attenuation effect of the man-made features within the basins. UNNAMED TRIBUTARY TO BAXTER CREEK The drainage basin is approximately 681 acres and originates approximately 2.9 miles south of West Garfield Street, immediately north of Middle Creek Ditch. Runoff will flow north on the west side of Fowler Avenue and cross under Huffine Lane. One culvert will be installed on this stream to,provide access to the property on the west side of Fowler Ave. A summary of the peak flow for this stream follows. Calculations for each analysis are provided in the Appendix: Unnamed Tributary to Baxter Creek Q25 0100 Peak Flows (CFS) 81 102 Two 59"x 36"reinforced concrete arch pipes in be installed under or an equivalent bridge span will be constructed to allow access to the property on the west side of Fowler Ave. The dual pipes account for emergency overflow capacity. UPPER CATTAIL CREEK(HARMON STREAM) The drainage basin is approximately 58 acres and originates approximately 0.8 miles south of West Garfield Street. A summary of the peak flows for this basin follows. Calculations were based on the Rational Method and the City of Bozeman Storm Water Master Plan,and are provided in the Appendix: Upper Cattail Creek (Harmon Stream) Q25 Q100 Peak Flows (CFS) 13.1 16.8 Two 24"RCP culverts will be placed under or an equivalent bridge span will be constructed over any road or access crossing Harmon Stream. The dual pipes account for emergency overflow capacity. BOZEMAN GATEWAY PRELIMINARY GRADING AND DRAINAGE PLAN Page 5 UNNAMED BASIN The drainage basin is approximately 98 acres and originates approximately 0.8 miles south of West Garfield Street. A summary of the peak flows for the unnamed basin follows. Calculations were based on the Rational Method and the City of Bozeman Storm Water Master Plan, and are provided in the Appendix: Unnamed Basin Peak Flows (CFS) Unnamed Basin Q25 0100 Peak Flows (CFS) 22.3 28.6 Two 30"RCP culverts will be placed under or and equivalent bridge span constructed over any road or access crossing the unnamed basin. The dual pipes account for emergency overflow capacity. 6.0 Major Drainage System—Flood Routing Analysis The majority of runoff from The Bozeman Gateway will be drained through an existing 36"pipe flowing north under Huffine Lane. The entrance to the pipe is approximately 320' east of the centerline of Harmon Stream Blvd. Harmon Steam (Upper Cattail Creek) and an unnamed drainage will drain into this pipe. The existing pipe approximately 1350 feet in length and is constructed of a combination of reinforced concrete pipe and corrugated metal pipe. The entrance on the south side of Huffine Lane is reinforced concrete pipe. At the discharge point on the north side of the Gallatin Valley Mall the pipe is corrugated metal. The location of the change is unknown but is assumed to be at some point under the mall parking lot. To be conservative this flood routing analysis will be completed utilizing a corrugated metal pipe for the entire length. The capacity of the pipe is 41.8 cfs as illustrated by the Culvert Capacity Report provided in the calculation section of the appendix. The 36"pipe will drain the overall basins for the unnamed drainage and Harmon Stream including the areas south of West Garfield St. The West Garfield St. and Fowler Avenue Drainage Report identifies these basins. The Unnamed Drainage drains 98 acres south of West Garfield St. through a 30" concrete pipe. Harmon Stream drains 58 acres south of West Garfield St. through a 24 concrete pipe. This area is currently undeveloped and is identified as public land on the future land use map in the Bozeman 2020 Community Plan. In this analysis the property is analyzed as future residential development using a runoff factor of 0.35. Additionally 44 acres of The Bozeman Gateway will drain through the 36"pipe with a runoff factor of 0.8 corresponding to the commercial development. The total size of the basin is 200 acres with a weighted runoff coefficient of 0.45. BOZEMAN GATEWAY PRELIMINARY GRADING AND DRAINAGE PLAN Page 6 The runoff generated by the 25-year and 100-year events for the above mentioned basin conditions are estimate to be 59.84 cfs and 76.88 cfs respectively. A Storm Water Hydraulic Analysis is provided in the appendix for each flood event. Both the 25-year and 100-year runoff events exceed the capacity of the existing 36"pipe. To accommodate the 10-year flood event a series of detention ponds will be constructed on the south side of Huffine Lane to store excess runoff prior to draining through the existing pipe. To estimate the size of the detention facilities the 100-year runoff event was analyzed compared to an allowable release rate equal to the capacity of the 36" drainage pipe. The pipe capacity was simulated by adjusting the runoff coefficient for the pre-development condition until the discharge equals the capacity of the drainage pipe. An effective storage volume of 166,020 cf is needed to accommodate the 100-year event. The Preliminary Site Grading Plan provides for up to 257,000 cf of storage volume. 7.0 Minor Drainage System The minor drainage system for The Bozeman Gateway is made up of streets, building lots,parking areas, and open space. Runoff is collected in parking areas and streets, transported to treatment facilities and then released to the major drainage system. During larger storm events site grading provides designated flow paths to convey runoff to the receiving streams without inundating structures. The Bozeman Gateway is divided into 11 minor drainage basins as illustrated on the exhibit entitled"Bozeman Gateway—Minor Drainage Basins". Runoff volumes and treatment requirements are provided on the exhibit for each individual minor basin. Treatment facilities will consist of onsite detention ponds with City of Bozeman standard discharge structures or Stormtech Subsurface Stormwater Management chamber systems. The use of subsurface systems will be in conjunction with stormceptor inserts in inlets to provide for oil separation and additional sediment removal. Runoff calculation and pond sizing calculations for each minor basin are provided in the appendix 8.0 Storm Water Maintenance Plan The maintenance of the onsite storm water collection, detention and discharge release appurtenances shall be integrated as part of the duties of maintenance personnel responsible for normal grounds keeping. Duties shall include routine inspections to ensure that debris, yard waste, and seasonal ice does not impede operation of the detention ponds and discharge structures. These inspections shall occur after each major runoff event and on a continued monthly basis throughout the year. All results shall be recorded and kept on file for future verification by regulation agencies. In addition to BOZEMAN GATEWAY PRELIMINARY GRADING AND DRAINAGE PLAN Page 7 the routine inspections, annual inspections of appurtenances shall assess and mitigate, if necessary, performance of the detention ponds, and release structures. These inspections shall address accumulation of sediment and debris in the detention ponds and release structures as well as any weather or vandalism-related damage. Detention ponds and swales shall be mowed on a regular basis during the growing season so as to remain free of vegetation that might impede their conveyance capacity. H:\3638\003\DOCS\DRAINAGE\DRAINAGE-REPORT.DOC BOZEMAN GATEWAY PRELIMINARY GRADING AND DRAINAGE PLAN Page 8 J17) ,_ :: .� _ I f I o Q �zI I ! _ �Qo ��� #�1^ � �'S� � 'T,y iti. i. • -- �• l� •V a � • •P O � 0��� UYId ,t a CJ ~ • e N338 N081VO SV3'40`HONV8e i#31 V3 gy • 1- y ," Z w} � ���' '-- - - • - _- .__ 1 �� � e cJi w o c=i ti f•,�.,_" —�5 # �k ! F 33210 NO?llVO 1SA,1 HONV88 NIRLS3M i • •s art •!. a!•■• r b`•arrs•• a •. ■ F `j �'.. i LA m m u -� • . . • — �- �� f • • ® ®she .` ' f v c� n C^..— �@— — 9 • "d al• NISVB 03WVNNf1 Iddop - • . • OpStp��� "- Q t U pEa / • • • w• • • !_ •i 1 v � I 11 ■ • -' t 1 31%tl8 Ol .12148161 03WVNNf1 .,/1.. • I.. •. a \' l\ Lo J { LO ` ! _—_ -- 1 —F-- — l 1 f 1` I ---------------------- EXIST. 30"ARCP " -#: IE=4835.5 2-36 t�- bR QUTVALEt \;s :'•'t SPAN +' rI'' 15" RCP MTECH SYSTEM 9 O CH STORMTECH101 Ilk m m cVCT STORMTECH24' RCP • SYSTEM 8 SYM 1AS _ _ _ 3.68 a . STE 0110 = 5.66cfs0 :t; O.S. = 6.78hfs , — 15" RC E I' 3 E .�.,, -...`.r 0"- etiWn V0BneT� 1 a 1 MINOR 1 BASIN 3 I9 = _.— --ERI® € F AREA 4'BZ3 cc. _ - p r' , �: 2 24 RC f I Q10 13. 5cfs OR EouNALENT ' - MINOR- BASIN 8 I {` - ' Q25 16.4F+fs =. ''I f BRIDGE-5P,AN AIj A 7 02 ac { _ a Detention Volume iD427cft: `� q10 1 $kcfs ; $ J "., _ 025 - 1371cfs i INOI� BArYIN 9 STORMTECH ° 1 Detention Volume f= 462cft R '.26 ac. SYSTEM 11 Rf 10 % m s 025 Bids ¢. '= % $ O.S. S CH b.` j ete on olurne = 6435cft I MINOR BASIN\1 \ _ ,f . µ .„ _ <. g :AREA =:1''S:22 Vic. r. `�.< i. ;_:` 3 :..,,�� ,;•,.„� —�k m �. . Q25 = .Ci5Cf3 15" RC \ ' & �' ""'.,... 12-Z8 CP_. 24" RCP •, ... ... r ____ _ _ _. • ' Detentio IYolurrle r 4 y _ w J RID a " 2-24 RCP `, •i r " OR EOUIVALE 3 ""••-•.. �, 1 � i � - m ([. 1 " RCP , ` BRIDGE SPAN t` i- :i -• .,,,,,,, t 1 2 30 RCP EQU t. BRIDGE SPAN O.S. + f ( INOR C�FtSMi'a " _ E ��„•.,A- _ . �.. STORMTECH r ; AREA = 4.�D ac.,_K" f _ - ARCP SY Mt 2 r . �:. = Acfs 2-59x36 STf Q10 6.7 OR EQUIVALENT--- I f - f - i' RMT ('1-I�.., w'"': 025 = 8.Q4cfs j -�»..'"'_.;>, '. ! "'"".'•��.•---«^""�r2l-" P—BRIDGE SPAN Detentione 787 ft;15" RC 15" RC y MINOR"BASIN 5 sa 15" RIC l f AREA'= .1.55 tic.P \ i a :.... 010 '= 2.75cf? \"^ O.S. i .$ 1} etent}¢n VqJ! r 1422eft 15" RCP �,o- ,A - 33 `�� `t�INN9R'�ASiN`"7 — - ----. ...._ _ � ' •„_,,.""`s L' - "= RCP �a fS } ( _- 15" RC I Q25 = 10.9 c`fs e.- .6976cft ? 2 e' - r � G; `e, { : s ,• MI OR I 11 :1 s 2_24" RC 1 a STEM 4 .` •,� ,r 1 .. _ .` OR EQUIV i �® ` MiwHxt'bASIN 6 :. " G -�4194 ac. I i [[[ .-•i BRIDGE SP �>z x - =„i;59 cc. 2-30 RC k, F - " _ - x ? MINOR SIN'w R EQUIVALENT a r Q =:'6.�7cfs _. 6:43cfs <_ Fd = O.S. , AREA = 2.60-ae - BRIDGE SPAN € k_ 02 =; 0. 2cfs r 1 7.0.cfs••-- .� 010 = 4.63cfs.. m' De en ion Volume = 155cft -. 1 Det$ntion Volume:= 40.84cft 1� s Q25 = 5.54cfs _ - O.S. € '? Detention Volume '-2851 cft � _ s { 6 ' v NOTES: 1, THIS PRELIMINARY PLAN IS INTENDED TO ILLUSTRATE THE ESTIMATED DRAINAGE REQUIREMENTS FOR THE BOZEMAN GATEWAY SITE. ACTUAL REQUIREMENTS WILL BE DETERMINED AS PART OF THE SITE PLAN REVIEW PROCESS FOR EACH INDIVIDUAL SITE, 2_ INDIVIDUAL DETENTION AND TREATMENT FACILITIES WILL BE PROVIDED ON-SITE AS PART OF THE SITE IMPROVMENTS FOR EACH INDIVIDUAL "-AMORRISON ; BOZEMAN GATEWAY 3. PIFE SIZES SHOWN ARE PRELIMINARY, FINAL PIPE SIZES WILL BE DETERMINED MAIERLE,INC. - MINOR DRAINAGE BASINS — GRAPHIC SCALE DURING THE PLAN AND SPECIFICATION REVIEW PROCESS. too 0 50 100 a.- +�a�*M�--"= "s€"" CLIENT:MITCHFi i_DEVELOPMENT S -FEET PLOTTED DATE: Sep/20/2005 - 03:53:18 r-' 1—h= 1D0 i-. FIELD WORK' GATE:08/09/C DRAWING NAME:—w u ' j - DRAWN BY: KDJ SCALE:1•-100' H:\3638\DD1\MaD\DESYDN\OPwNAGE Ma51ER.d.9 _ I4 CHECKED BY:JAU PROD ry:3638.00 SHEET --L—OF ? w; im, I BOZEMAN GATEWAY P ELI INARY SITE GRADING I , ........... a ',z •7 • O .. ... aB _ .o„m — v ' PAD - ELEV. �, re P , m PAD � PAD �. �� AD �e ELEV. ` ` LEV. ELEV 4842:5 4844.0 tl a 4843.5 4845.0 T; \ \ PADS .-• 3 y--, ELEV 146.0 ly n x e I , - x ..-- 4P __ , \ _ �---:�.�-` --,..• ' a i v 4B45 a /IT� LEV. ELEV. 3' 4849.5 J �D.o i E rip e—g - E l9 _ - PAD ` 4 53.0 ' PAD PA-' t `1 " ' EL se• \48�0` EL8 -ELIfV. s^' - PAD . . 48� 4 54 0 dA ZrA ELEV PAD j '-1 \ t PAU /ELErb- 4852, V PAD y ." ELEV.,, i d `ELEV. /4 52.0 i485Y.0 / PA ELEV, Po a:o . : � -. �: ELEV. V 4851.7, l 4853.0 i �' �'1kasa.a� D / By b , , `PAD •ELEV. _ / , --'t,� J -' 4 ELEV. j 5 ELEV. 483/2.2 f { /` 6 4854.� P.E ELEV 48 5.5 4855.0 ELEV. _ I PAD EV. s ` 485 8 aess.o 54 •$ P ` a — PAD .•• �. �• � � �- i ELEV. '" � s .. -• �' --485 .. '/:,--�. - — 55 65 PAD-- z y PAD EtfV— _ 4 \ - 4858.0 l h` PAD. i 4857.0 14856. i P �, MORRISON BOZMAN GATEWAY — eS-- ' PRELIMINARY EXISTING CONTOURS MAIERLE,INe. ""'� >.�,�, GRAPHIC SCALE J. aoo D 5o ,00 SITE GRADING 4D ^ PROPOSED CONTOURS ( IN�.) CLIENT:MITCHELL DEVELOPMENT L inch- 100 aL FIELD WORK— DATE:08/08/05 PLOTTED DATE: Aug/09/2005 — 05:02:52 pm DRAWN BY: JAU SCALE:!-100' DRAWING NAME: H:\56}0\003\AGAO\DESIGN\GAADENSIRA.g CHECKED BY•GJS PROJ#;3638.003 1 SHEET 1 OF a �n::er.:R. i MINOR BASIN 1 54 SC-740 CHAMBERS 12 SC-740 END CAPS 31.0' FLOW CONTROL MANHOLE f 40' OF 18" PERFORATED PIPE INSPECTION PORT i I i 71.9' I I , ISOLATOR ROW _ ' I pp INLET MANHOLE 12"X 12" HEADER *NOTE:CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL 20 Beaver Road,Suite 104 STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER ! Wethersfield,CT 06109 THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED StM Phone:888-892-2694 LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE, THE SIZING, FIT Fax:866-328-8401 AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED, IT IS THE ULTIMATE RESPONSIBILITY OF THE Subsurface Stormwater Management www.stormtech.com DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. SCALE: NTS CHECKED DATE: ACAD No. DRAWN BY: SHEET OF _j O Z) (D - rnr- O ZZ 'Soc4 � U Q ( — Nco _C m 2 -6 U C, C6 N w Z O 'p M "' 0 u) - � O A LL a) Q) >Z 6 0 X 0 o z (� 2 O s w v co 3 r o U w w NO 2 a 2 U Q (n O W 0 A M ~ ~ z E m � � Z U 8 3 = Z U 0 u m �i UJ O U u a � O �1 N Z LJ �JU N i( O �Z �/ i-N4F-n. ZyU ayC1J Sf W w �W NOq vJ Or'5!Mti;M .JZ0 LU QIL Z qW HNgy S.N Ll .,q W \ W SOW WS NyJ J q¢ F y Z Z C n ?W W M y¢M J O c a� o�yti,��J3ww f— 1, C CD ¢M OE w�E ¢ Lu paZ /n P oz=�w3¢Z� Z =a N 1 ``' Z Jy WQH JrZrW`n Q W F-W r Wq�� SZ qW 1 Q a_ n' �WOSSfA JU2 a i J y21-�H 6JJco .. fn WJy Z co w d WZ�gy aZWW W N 2 LL .\ 2 ¢SOW CJ 4O10 G V/ O { U UM��~¢WNw 0'S O > J UT JZ W.-.l7 cf O x Lj'mrn>n6LJ U '22SZVgW~ .. ... ... V-J �'. O 0: 26W�J 1.7 II O >Z O N S N d N S 6 Z K W C3=)W W (d 1-J6a_ Umw= J W J O z W L1J J O J ❑ O Q Z ~ F- z N W O U X Z_ 00 O LL W v = �O o o ZZagUN N ` Q O )-C Q m a ,COCN a) 0 f- Z CO ? U` �0� co �o O U) �� O ry 0 Z 0 0 0 f _ m F- d U W oN u Q n LU 0 wp €= I H s E O n� U) F m C O W m `m z CO W LO S 3 S Z o Q 2 W ` z O p D Q Q ? U v o 0 1� Q LL W N J U 1- 2 ^ PWC4 ~J7 EZ qSW� Z WZUY Kf NN xiHNwf-rZ.a z,u �NWrJiff UI L- I.y& , .k ,.. LU W -NlL NOWnziW .. mw�M �/ _ LY � N J z �¢OW W�NyV1Q UWWSy~ra OW W CO C. w O«NYJKJ3WW KJN�IW-1=7W�l qJ o- w NSW=3�¢aZ .._.... ra Q5pgH Z 3JS C3 � � J j�V�y 25 yUN ® K �/ .-...-...... ZJWH=H J.ZiWK W L. qi =�WJGiW Cl) O L .' !� I 'I fZ fW._ / W O f U Z M Il I I Q "La—i-,,i z W a �i �� �I Ai IL jcQmw �AwAHdzwu _ I :I w wz zNQ�I-z NzxF Ih _.� _ _ _ I - w q U U'JTq q�N ..� i O JMHa,S WNW ® Re ® O wm J=z Uqw~ i � ! -.,..� O f Nf-ac�z.,w�z Q W J I� LL 0 2QZKWwMWW f I II y F-J 6 o.A ux o:m O w w n J Q O W 2 2 Z - Q N X ~ W co _I Z E m Cl- o o ZZ 5oc� v u Q N N co L m oUCON (D 5 U) CO o 2 W Z _ � w o3 � w a w Z p ~ N a n Q wO C � U) LLJ z z z O v a3 U Qz U � �O 6j o .. m _ O `s w L.L N O U 9 a s Z Q 1 0 W y q L. fit 4�A WZ pWp�r, OOf !f yy O O!y W.JiHU2Kq yw O. WypZ ^ ZSy NZ�2 17 Wf I.L fNG W !.._.._.- ...... O > � o w ppd J QQOFNZyZQ L /�i LUL1 M L it ( � o�i�o!J3ww (/) w aJ�,wWuo,2 ul ¢mw��c aaz Q LL1 i 5 >m-t4'U W C zU�Wj¢Z� p rW Szm— Q y CII Q Z JWFWf J-OR' ® C Sqf Z=JWgW W K W P7 �i 1 p yW W WO,'Jy 2w V a ptJ2q Na ZUW O W Pwq Z~Zya qf'z cUn ZW U UJM`10 HW o E J V3;Z,Ld+z q 5 �/�//�� J rf¢yH=y L W �O�// U U2�SZ�q W~ • �• LL W ❑~'J WZ S E H auz�awauz p6 WU.J .nW O O y❑ -�...a�p.. O w Ey Gy S<ZwO! ppWW Q ' � y HJ QdgUEKq \` Q U , -. O w sz —j w O Q z w Q _ 2 N F r W x Z 00 J � U :D O o O z Q h � N CO s m U CO CN N Z 07 , ')— O c,) LD 0 .T) 26E Z) � ; - :�i ui N L, N CO > L x 3 O p O z 3 Z o U U m a 3 r L) W ~ CD U Q n W U �= ~ F- ¢ E W >- m d (n _ 1 0 O W37 � a Z _ w LIJ U 3 Q Q = Q o U U u m _1 O w p w z O LL f- U w 3 2 O U ' a s LLI ? Q cn o 0 Z d O 00 L) w O W Z O F- ]g f❑zWom W.Z.H}. KSNI/1 LL O 0 N O �NW�JnNUf R'L1 � 1"-Wam""wN❑ Z2Nyz~i Z s~NpyoWZW O w q>�W A N K y q LU - w^ W CL .i U) WLJ �F HfSiNQi~iali 1 ` qNN KJ3 Lu H ' I_ ._ Z aJN pFw-t=7UOpJq WOiT>02 Za'N p S U~NN �❑ Q.WiU~ ¢Z S¢2N�N. LUQ JWFWf Jrrpa' a W 20.1J ;i J yS�KHQJ J.Z.. y~N'W'WJtiJW IL OQJZ22 ZCl) a2O�-< W. _ //�/ W�~� SwNw q 5 /�, //��//�� n `4 co J S HZ W l7 U �2.UrS=Uq W~ W p F-L W Z 2 LL w NC3QLd z H SQZ�w❑❑WW h t-J¢dgUXWM Q J W O J W O r) _ W Q 2 2 H W X Z N C) J � a rn p $)Z o N O Q N , N co m 2 U 0,� N Z 6 � I ') -- O co � -�3c E D0 7- - ° O W co Z O O 5 w U Q W W o4 = U = W U a n ry J W O W p s c r) E Q &Z } S - I W Q & ocn~ WCC Wo o Z J Q Z Eo x = z C) u m N W p t° w z r 00 w 3 Z L) n < 0 �n nrn �-t J W� 1A4 J� £Z w�qf WO •`� LL rN tirrZia ZyU a'N W W.JirUf�q raaa wN❑ co OMWWM W I Q NQfyq �/�, U rawwFZ NZ¢ V`� a W WgSQj�SJO MW�f Nr„ry a 1, `\ � gNNr KJ3 ao Z aJV}i�Hl='1UDct pJj 000'¢d Q O¢N Z ¢W N __. - M S N6z� ....___.LL O 2 W 3 CL ro Z JwrWr WARE CD IL u T QJ £q£Z A M Q > N o�ruJ¢J W � r r �W^rJ-Z 33 F Nwwwm"Mmw LL `.`' `I KASgN a«Z.U� s aQ cn co U.. illOfLl W O.-. UMMra,S WNW �/� CD V3;�Zwrz q A ... .__... J_ Q {.L W prJ¢ WZ £ z Q Nracrz�awa� a C3wWJ 2 O YAON£N C30 r =¢ZKWO:)WW rJ¢(.AU£Rq ti v) l W N J O N 2 Z Q 73 J O Z O U O J J 0 P Z d O O ZZ `50Nv U Q - H N W t m � Uco C C V N z U Cp j - O U) (D 0, .� � � � � 0' �0 � NLLJ � z o s o a o z O LD C) > U W z w 04 = a = < Q p n w J cn F O & E U) = o 0 z Lij ~ m`m Z O CO� U ° 3 U az N d U 0 } In� o LL _ O 9 L p z V n o 0 Q 6t Q O w .. .. ,..� Wrvrr HJU fA It J� S Z W \ ¢l7 ❑=i0❑�O ^ wz�} o'svi:n 00 LL '. O rN Wr«Z.a 2yU 0- Ky W.J.NV£d.F7.. Z~wy��zlN❑Z O S LL r ZN .❑.KW�y _ X PO Wy Qw wp ;F'Ll 01W o f yQ aw QyNr��3 IL uj awMw¢wZO-0 LLJ ¢MawaMf�aaz ❑ f� I..A g 3o¢�❑ao¢r°i r ur N OZ W.ryNQZ� z Lq Z J^Wq��-tip 1 Sq ON 5!-WQW ❑Sr QJ V.Z }rNWWH<JZ # t ~ N J S A a Z U W v Li ZrZQ¢arz °° 6WW S �rr� /� xwcnw c // co ZW W w ar4Z3rn�x 5 /o/�� W t W d'r Jx2UQWr W t I + r ,Lr WQwx,/i 0 .. ........ .i ._... ❑ 7..drc3.. N II �l r SSZwWOWWW rJ¢6.F1t XWI:4 w J ry O w = W Q 2 :5; Lij � J X Z W W F- J oP E _I Q � � rn o O ry ZZ 'S0 - q cc) = Z LL ED oU00 04 m aa) W I— (D oao0 � E o �00 � `o O Oo z0 o -Co o 6 C� = IliLLL w Z U m Q V Z W W wW o = a = O d O o a r U wpp i ~ ~ 1 E O LL CO o u rd Z 6j m W 8 3 M = Q o U 0 u m LLI � a Z a F < II I I W JU gN �WIag�0 I I 2U p_'gNN O 11 II 1 i I' a'N W.J-,NUf,CZ j 1 , omwos� " 1 I ' 1 g ..❑ WNN II II 1 a�.i�WaN� Q g W II !I I ij QQWNyNa I QQ��y 3J❑ I uj CL r jj ❑,,., J � W W aJNWrl7U0CL �✓ ._ !� r 2 JNW _r JrZi um, I \ ...._....I I_.....__. I.-... Q WI-W¢PWCJ❑d' i Fig qW //''(('' Ir' �2 � I�� I � �� ,j II I I� � 4 rW❑g UZ Zj ~WW W WwNQx-Z t) '¢wQJzgzW G i Z QxOW JQ0L7 �, II ( I� •- U UJY r qrN Jrr�x WNW {! J U3r ZWtiU A J �r QNz�NFx \i►' '\ I I 1� I U "'Mn=ZWAZr w prJ wz x yracriz<w�vi OM¢q Oqu❑g�Fl J Q a N r2 ZR'W �WW 1 w _1 O = W Q W H 7 W N J � Z x OD � oa E � ,oIS" 0 0 ZZ 004 r Q N , 7 op co ��coN � � Z p �� m r o U 0 .� � � o Z) � N00N 75w Z p � O 0 M Z �� m3 � o W W � o = a = p � u a Vn w 0 U) � E o ui ; m z 2i U ° 3 2 Z o U p u m O F- O ZZ U u a Q n o 0 LJ I O W N i m rJM =Z � ) U ¢ZU�Wd'sya CO w Q^NL teaz"U I Ky WrJiti�2..12 MP ., .. wdW WNO W CLco y O t — AIJ Hfa/�gy S.N..Q W pp��F pyJ W QQ�F�ViyNQ Pla CL < ® _ grNryQ=ao � Z LLI 3 KJNSW�W�J � pp a 1 B cf WI Q ' : Lu Qu w X 6(ILa wp A ZKy rL �Olr Sq dO O _ oU..�Qooy _ � r>2 N UrW y� LL - O rn � .r-. y¢z rJ .w w __ j 00 z Jwtw-Q Zot. n J SQZZQJWLiW IL w w Z g� dl�jUZ � SP7J 6J_3 1 .� ....' NrNrw JhQ-Jz WWWa' NSW coW/�/� �1/ LL �I a K�J 1-4i y d^Z"W Z O i tt - W SZ yJZrZ W t Z ¢SOW QJZX2 O _ t ....... U UJt qrN I' ! JMr SwyW I tI j O J U=j La J=Wr� Q w ........�_... .._. .. __.__ ..... .I _ .I._.....' �/ _ �s�=zwgzr Z U W I' IW- Or Jar WZWS I I' LO rdU Q�WZ f y LJ 2-J �l7 F S<ZR'WO=)WW LJ Li O Z w � w 0 O 0 = Q 0 w Q Z (y w O U X Z_ 00 O J LL -1 O P Z) o o" o O Z Z D O (V V U Q N f N W L 0 a U N m � Z 0 air,_ o u) �0 C'O o � � ` - m o I Zo a -CLU o o z > U W W F C,4 = Q = u Q n w 0 t'� C/) (j E U) o � � d F W CO U � 3 Q Z = Q o U o CC)~ W O N w M d U a s Z ` Q cn o � l J xZ o4a��, W m Q Wi Sm0" -^wq CA Lj > Ll oNJ q f..NZ Z W li ; Wgx6}�SQd' z Lu Q E OrNiY J�J3WW (L .M W U>J O ! ' W NE W x3d'¢dOz 3oa�oaui- R 1 O o »x 3 N ��//@@ » Q..0 jZN.. {� �� J 2q�2r"'JWAW Ylx-NW~UQJ 7 W O NWWW�JZ2w IL W WWZ N ZQ,IW-�Z., O}MO Q qaN n c) x ��zNa 0 J Q O II li Ii li ; J F Nw„?3Nr2 LL, iX WZg2r Q Nf"auZ�wI z o Q-W0OX- 52i li 'O'^^ O Nrf-�oNi INON I II I vJ F x,ZR'WOOWW i I r-J 6d q U xd'G] u� u W J O = W W 0 O J C) O Q Z LU Q z CV � W U X Z 00 LL w o0 J O z � 'o $ o 0 ZZ �� ON 'V U LLI Q v � N W.0 Q co 00 (N N O � Z O p 1 cow u) � � 6 a J U) .. C N i r Z � ° o ° 3 o z H oT- o `L W Z ULLJ m 0 3 r p r U W LU O W N x a x U og L) au) m,c O U) U) E tL U) � o dj uj m m Z co Z> U a 3 C z E -r U � r O U N N a o 0 I I 1 W ti .JU WJR lZ .. - •—_ �CoUP W tj II ,1 tl SI 1 ?� it 1� 1 6yU J�UfUW ry z L 11 A Ll rx nQrs�Q f ga0 (Z'yz¢ � Uw W.�.yrrdlWi U) � w IniwTJim¢av' i ¢ zo xgga M ` WW 3o¢ypz0¢a UQ� CZ a II . ' II I i ' =<Zy� I _ 0 'I 11 it li I� �; ' �; .. I ;I .II.. 1 i Q -�wW,W`•- • W- I J xqXz6 JwgW r Q Q a y�NWrU¢Jm i "W W w w"M M W Z V Z �a I ! 1 I i I I II I n �Q�gya WL� W ON '� 2 ¢SSW¢J2WZ V O Lit i Jrr 51,,,,NW _ o W r q, Z �_ M � , 3 vi W 1 � _ �_ _.._.. E. _ '_ I. ...•�. .��_.....II _..1!_.._.....I;.- __. .... ._. ........ Ij ...-. - J rl-¢Q�~vlr= I 1 ODZwgWr oF �'r7wrw¢�W�wavzO V// a Cl) _ _I O , >q❑Vi f N O Vi 14 !I I, 1' is It ry w w Q O W = z - Q N X ~ W 0 J r• Z J z zO cc) E = N � O I-- La W '5 o N J vF-- _ � z aUo' mN N LL LL 0QWww — � � 00 c) 6 E Q O R'JOQQ W - � , 0- UW3 0 Mco� 3 Z > a) X 33 Z CU LJ 00 to U aa)i � � 0 3 O z W x> t W W CC) 3 w Of❑00 1 ~ O w w w2 1 I'lM — O U Q In Vl Z 1 1 W L)¢Z�� a a E •'rl' (� %"' of O o m an d U Z N i,,t•i \ W Q U LLJ o E I— U iri�. LLl Q-' o O m z O U a (n a u a s. .. Y•`�. Z U U Q rr QI ICOF Q W y _ r r x r J U_ P4W J xZ It 21gx WR ¢t; m o� I Q' W.Zi,v YZ a.mo'lLJ w HN„W„r,-r ZyU H Z �yW,Jiti Ux�'I� 0� N=yw^z�fnaz QW fryOt^i10 WtiW z Z RWix-NG yS,N.,Q L7 pago�x pyJ W Wrn'¢a"-NZyZQ Q A U Wr Q S}a H J 0 tn} w v,rt tie�rF ¢ �3WW a03, < � Vi d'Jy� LjUM W K W Z K y W c�'WS� ¢dZ a 3a¢yoZo¢a V rC'xjr.-.yv¢UrW N_ W�K ozx^w3¢z ¢03W 1x-J H Li.yi QJW rWr Li QOK W J g Q S 2¢J�-W G W W n' �WOSxlU2 Q Q jrViWr,V,¢J� ~ ~ yJ Sq�aZxW Z U a KQr yd..Ul7 wq L) °qz Z—< s^ F-w¢ Z ZM 0 LJC3 J<W L� LJ Si =.J.iHpK xw wp _ a Z a Ua.J-i Z Lz, t.. �ZzZt;,Li F-^ZN� F•• �rQrWQWWy to❑W I-- y r it U=...04 Mc z �aoo I _ UJ(� N ;Ys'• wLD 2:Ld �. wo W o >r=i r i co 0 00 3¢wvUt�i xF- �pq w in x \ NMI i W Z U')¢ \ r 0Oi. 7 Y (n W ¢ J ��O =O Z C7 Q F- f L Q ClZ Z _O v Z W Q ` 'O 'O o O m O N V — N f N W- I.- Z �Ua, o6 U N U LL N W p Cr ' _ U) c � cc o f c O Z W W Z W o .� m .o 0 I- W WZ � FO m � -C z r _ O U) - Z 0 I-- Wu U w QLU w Z m� 2 LLIC) � � N J U Q cn O p J W W O Q W OfQ p m W ~ � q'E - O p r p E 0- O � ZZ � Q m Z of U) ~ o Ga- m ° o3 W N W~,QO QCW w o02iJ of <¢ CO o � Z ;�� I—III- � moo � Jw � _� III—I. Q Cl) co Q : o m coPZ ryz III=11 W y —III A r r p l- () Z O Q W o _ III—III =p �� 0 0 0 U z>W' I—III w��>=a�>� w z o�> III—III Q..,. - z"u C� d LL Ln W woo �� Wdyu�mq 2 0 W >xu' r =III= z=Nyzryoz �W 0 W ° O w Z z a — w yz��c=�� J 0 > C) S ❑yp W,Z„y �i m 2 � Q p�v' awrvaiQyS�Q < CO Q U fn O 4K? — O>KK OyJ o s O J r¢o �ZrZ< c > ..•. I-III 4 W y —III• �wr�yQ.ra� z Q M W O .'•5,4,N•' _ OMY"W-3 ww IY WI.— O aJy r �uaa W V O W yLWS3�Qdy III—II g >1>1m< Qa ozW-w;Qz� III— z ^ugrJzv!1 —III 7:FZr W F7aw _ � ¢JW w III—II d IW-W OS2fA J(JZ ;.; -III Q rryr W^NJZ yWWW-d ZSw ,i' III—II a wQr Qy Q 4u t7 W IqZ Zy Rr«Z ❑ w Z W Y S64 WQJZSZ Z S U' U ::t O ` z 5F. W10¢QOW Q ~ cn z 0 11EIII 0 WJ}ryr�=W(AW fn u- W p - —III LL 0 _j L)3Jzwr"� a Z N w Z z "`.=_ III—III: _ SQU¢7W WZ~ _ m w _ W r J W p O C7 Q W ❑ W K* ;: —III p a arz¢W�z W U ❑ m W Z 4'i::.: III—III Z c3awwJ� z Z W i Y; O >-aoinfrGlC3C4 O m Z p Z 2 0 0 =1I1-1 d O r 4Qzxwo�ww Opp N 2 Q ^ y' m rJ¢aacs�a O —III w U) d, Nz QIIIIIIIIII W � -i Ill U � z � o ° — Q — " `� = c� W W J W Cl) 2 III—III—III—III-1 I I—III—I I' w � � COIll L.L � W U) 0W II��111=Ti_ Z � 2i Cf)W 0 = Z w U E- w z Jp0pcnQa w p � Q C) 0 i= ~ U O COu- w° 0 = = ( W W LLJ L W Z —O m Q F- O cO � CO Q U a p Q Q U U U LL F- W U W - O W 1 U) — J O ZZ ov E m Cc N O N J F- z �UC-NN Q cn c� 0 W CO CO '0o Z in CC)W IX z om W ww m ALL r o F F 2 N X ~ CD3 2 u 2 w Z 2 F Z W W U Q CO m OU V W Cl) a. LLI O U z W N W 2 0 H 5. � 8 E v =OW 000 �a of .7 U w jy m F W ,W O LL w _ i'1I 8 0 apa oa wz fn s F- z p zv wW a� � U o3 Zz SQ 0 O O qQ m U p 0 (no Q� m� p z w z z OZ U u a w 0 0 p p O Q n o 0 F- F- U U W uiN W z RJW WJU Z ¢17Um1=rOmH� W N W Z_ Z fn W z«!>- En ow = .J W O Z ly Q O U P w Z=y•Z�Z•2�• 2'Z U z w D W M w W w Wr "p,��H.Z.W W ym O a w O m 2 O c m a�irNQys�Q W 0 fn Q O W z w momewex 0 W2' z2 ~> OU ~¢WW W,4ya< H dW O OU �O NQ W £6Nm ¢� z Q m Q Z z uwwmo;-.--Jc zw O G.N,}J�-�3WW Dz z d'JN'Hl='I W 1-J W 2: a{{..�� ¢WU .. C3 0 m W NS W S3�QdZ ¢:)w1-aQaao 5 U FJU y UF-W G Q.m.0~S zw'4 m J LLB 22 JNWCi F--j-W J Z) a WQ1'•2iQJW QW W S!A J Z U Q YI-NW ��JZ 005 Z yWLj W j- ISW m U W uj"p O.C-WZ U MZ ZQ M-4 Z a2OW JQ0IZ, U j=iJ}�-aaRin JF-Ha,=WyW J U3jZW�-.Z.. A F MW J �F¢y��NZW = SQUQl7yjW2SSl- W m�J WZ S N�6WRJ,(4z O }gmNSNC�fN H �SQZO:WmmWW M I-J 61quxwm zoz_W_U' Q W W CO Of w N Z W F— mcnXZ W W W Z Z w � a W W m u \ / > \ / & � /e ( = = \ 99/ ® -j \ / »�~ ® ( ± 22 / t00 c 2u ® ± %3 > c (D ( § /\ » ` moo ` c 2 / \ \ \ CL El-® ( \ \ 2 7 ~ \ 3 < e 5 � / ® { / / \ . / / 5 \\ � ( ƒ j / z < 0 / / c u ® < a .. = u o \ / ƒ E2 � � e0 z ea77 00 \ § \ ¥ z / / / / f / / j3 6 a. \ § je \ ƒ / / _ § e ® 0 I-- G ° / » z i2 ® m Q/ L o« ° / m g e j§ § / z < 2 e a g o @2 7 i ) \ 0§ \ < /\}§§§/(/ z\ ƒ e 0 0- / , �)) < §§/§�®;� =o - Cj}W\§§§( _ . \ )2U 2c�»/ 2>§-2«u�� UO 333`¥}Zo\ .. Zo ) {§§§�LjMl \ \\\\\ � /\)\\/�\} k �e7 §�`�:n2XE § § � �S �z r ) -jw,p4\� nw § > ®¥< ) Z= pz,/ } IL Ld k [elbL"lK§y w LU a z ) )§j)§§&;o /_ m CO/ u<O.Pomuc » < S § § § / \ \ / \ \ % \ / 4 < > 0 z u \ \\ / zg � J / 3 § / / » »co / ij jb \ 6 A\ \ 2\ // \j_z a9 acc c 99 GGGG * 3 g ) / \ \ \ » ~ � ƒ 6 \ L 3 ® o IT\ ~ g 3 < z \ / S / \ = y _ « ' « } \ ± u ± } / % ® § u _ > + % ƒ Z � ( / _ C) ; x / / \ z / , % \ < / j3 . 2 Ll 00 w � \\}\��/\/ ± x ƒ ƒ a>mm�®§�u I ~ \ 2 2 ry CD g }§} & / / r ry / / / -i w /}\\))§( K ®§kw! / / 7 $ / / ) /U2�[,§/� 4 / - u T<zmU m g \ C))§§LiA ¥ % W \ (/§§/§)§( g IL m m�*§ � / / P s2�a/ xƒ�22\\� /_ � \ \ \\EG�j/(\ ( 2 ƒ L`mmk»-®* _ \ G ƒ § 2}§19 ,§=° 3 R k Gw\§})W)k ) / ± / [ ®�zoomoo; \ \ / / g \ Zl Ww§]mk < — Ix / m 02 z �/ / CD / 0 / / k \ a Z Z o v W Q •°' 0 -00 O mg Do v N H N c U) Cz7 °U00N o a w o 00 00 Qz > 0 X z O VJ ll < Q Q W Q in U a � ° J o z J = = ww m a 3 m Y o W LLJ = U) f— g � = a = LL __I 0 � L1J U Q U)LLI z Q p w m W OWQ NX Q UzW � � Q U) J � W Wm pE _ Q m Q ~ LLI * . p m D U n 00 JQJ UO J 2Zm 02 � z D LL � � oc) Z) LL � 0 Q v U) p2J oc) z � Y < — Q = Q z z H W m N j = U Q = Cn = Uo m' U ui o W W U Q 0 0 U m O Q p p O a Q a u Q W W � W' LL1 m z = z zpp zQ noo N Q O N Q Q O � U QO ►— zaf A« a UcnQ Qz \ � U) � QQ W + Wl� JR fZ 4�RSW0 Ql7 O4O mr.w F Nti-r Zry U ry W.JiHU�d.A Nd'WdNti ,'WNOZ xry 2 C, Z„t7,dr L)Q.W. N M.0.A N Im N R 00 oO�O oowml oNJ .� .a .•. • O OO/� Q W FW61"A zmz cl-LLI AryryJdJ�WW • . .. Q 0 � m aJ Vi=~I�UOA LLI • • • • OO Ir Q�Rw wQd ry . d. 'p ' .'. ° • O 1�'xq q d 0o T Q >J �x dZW¢pd o ° Ll O Z a. ' S OO OO 0 0 aMu~x Z(42 a .H W r J W '.•Q °. Qom` 1 J F-W 06<6JUZ •" oOO (/) W ryLi Lj m - �JxAxa�U C> a W A S NQ Wz z ESL-WoQJZ Xz 0 ti O = w4¢o� 1 U UJ1 f gHry • .� .. OO Q .Ji r~r~dx WNW .•�. �,�J vJ W Q U �2iUr2GWgZ~ K Z U W ♦a .. ��0 \ oar-WZWa ° - E yHdUZ^RMZ O O6WUJ U. �� Q ry❑ lryd!-Orv. O O F- 2Q2KW❑mWw OO N H Ooo o� c/5 W ui �Op O O O O O c 00 N Lij Oo Oo� a 0 Q z oao�0 0 O�0o000000C 00000� J o rn J W Q •t- -0 -0o U Z) O CV �* 0] In f- N op -(Z LLJ � z � U00N m Q o a a gLjj °' `'' �� t= 00 � Z O 6002 J U = O L o p LLLLJ o zo (qU N � � � w m U Q Ul w0 Q Q U) } U & E W pQ wmcn U m o U C7 -I Co e° o U cn > o w o o a W s Q Q� woo W m mffi Z W Z J N O > W ° p = UJ U) z LLJ Z W >�ED ¢U' 2w UQ F- 0.LL, �6xx p OF Wp Q 0 W C3 m �w� Qz W w � L .. z > wi� �C) x O, W � OZ U o O a < Z}� �0p00 w0 �O m x Q c9Qz wF zz � Ow 00 n o 0 W `Z2iO JUV-W Z I-a N Z pQ� Z Z �zQ X0 a O ~ O a:U O U W w p J W iD F- [Y � zZ W W N Ow w0� za W O U dQ Q -z a� = r fn �2 of d Hp�w a w w w ofJ a- 0 z N S En of z wJM zZ W a Q Q a p U O w = 0 0 U.F w ¢Z�o�o��� IL U) Z rn W z a'Syy d W~0 �.a 2 Z U ~- Q x 0(D ~-M J'Z.=2yu oW irU)z o�W} O g� w <" y N Utr d?a Ufn>p Z drn Z Q °�� w°�w rwaw"'Wyo W N z cn OS LLI ��Z pOm V'z UI N W =aW�~Nq O w M mwW MGNT... J m _ a �QQ ZQ ' ,¢�Li ozwZ¢ 2 aQ�~¢,y¢=am J ?Wfyro1vC? w W CD Z Qaa Z Z Z = .:Pi ❑ryiYJa'J3WW ~ V 0 a fy a awmwr�Z� Z LLI � - ¢w CD crD a0 (n0 t~O ;r:.° }:i:' _� 6MPW71='Eq PI !1+` 2Q vcrino v v 0 (q '.t..� •<•t; _ o gr->¢ 1"¢m w J (,/ S" m°' ri"I Q a •i''L V: D oz LL ID co c Q v° nm r� n m 0 LLJ O ¢.,W HJ.z.N... c��W -^ Ip •�• I:Y z Jy W q W a p Z ri vi m o� ri u� CO vi Q LL -, '' :?.; s a q E W r-w rl a w i li:'-{' Q r!-NW ti -Jz W 2z 2ZLU ((� >�`a 4: - yWWWa'aN=W d O a Z O w r .0• y r. O ¢ IL W cWaz~zm<',z C, zgz 1- w m _r,'S, ' 2 ¢SOW¢J¢a'2 W tD (/j a lJ U) w LL,w w F- 0 x J r w o¢ ❑ U a 2 LU Z � z U) z m Q �•`•i4+,1* U uJH0 a,2 WNW U WWQL p� 0� O� Z � � }'�: J �3�zW a Lj z EL W X U)U U)U O _ ✓1 = F¢¢¢'"'3 Wt = (� a 0 of Of C9 Z> Cr F- Cr F w v mxuxzcL,Mz W 2 z 0 w a= ao Z as,. Lu o�rarwzWs ww �I- Ja �a QO '.:::•';=•sue ¢ wv� Y O ..v: •�•' r yraWz..aaaz ~ Oxmw wa Z)IL Z) Z 1- _ �¢WW.J z Z O W z= W C7 w (7 w 0 � .'.: f; .• 0 y a �..0- O Z O z() tr�,i O r G O N S N(3 N ]�aQ ,aJUZ 0FU 0I-U W S O EY 0 0 Y w U Q u w R z W z t;. J o = t W m a m 0 N U)O N O w ;;,v to � •*:s?.%_'s i U) 0 Z Z Q ,.;r�v.� U)J Z 4. U) 0 m O n W e ;'r ?s.y LLJ V) m mJ cc 0 U) LL '^+' coWg O Q Q J rr N C7 a m J `' V:�y' Z �= to uxi0 w w m ;:x Owz Z �W Ow❑ Z> O °.; MOD O w> Il>W O W I- ;is..'! Z Q a m J m a U)U U LLI (� ,?._' .,;;.s.+'.t; I p Z U �a ofZz zwu> 000 0 Z z0= uIW w Z) w O a a F-0 ��� 2Qw Qw Zp J a Q a~O ❑0 m p m W J _ a _U �W- co0< zauj _ Q ti� LLU W QU �U LLI < Op OO O av I J V O W < o J O N V m N �- N 00� F- Z U0- � a Cn w 0 coCO M U F- W W - °O ,o O z COU) w z w Z a Z p >) 0 a .. 3 z za z � O F=- w of _ � w0ll ww °m' � � o Q � o (n W U5 F- - W w QZ Cl)� � W Q W p F- a N p � O w a w ~SAS = a � C� wS � > w W QUU WO ' N LLJ = v = � � LL OJ ? F- U aw0zC F rj � � � D � ~ aNi LU Z a v- � SZO � � � z F- O LU pm = ZOW z � NZ z0Cn W � Jco CnO U) of c 00 F- 0Z � Jcn-iL) � Zz �00 zF- z � F- � °D C0S \ i0 C� wZ � U Z) � QO > � � U) (DLLiU1 � U 0WOUcn :j w ~ IEO L1J cn CO - W S W Q COF- E2Q � aSz } pZ2 U1SwCf Cn a co s � Z Q0E- F- � F- J LLJ O � > 0WCCQF- ZF- � F- � W } OS � U & 3 0 ~ � Q F- � J F- Q � W U Z F- W U Q Z E O SJZCn W Z � o � z mpci w � QQ � w � a0U � 0 � � 00CD Qom ~ Up U Wu Z = LIJ wz0z mOpw _5ww a wW ¢ p FW- O D w z W I- S _O Q _ QY 0 < Cn Cn } > a s Cn z < C 0 O U a a � CO F_ UUS F- � 00 Z � Cq ~ W W aU R' F- V ZU L) a E w � CC/) wow zUWQ � C) pw0 . F- 0- - U01 � FQ JU a � o 0 � w0F¢- ~ Z � � � Uw � wVU � XOz g � JWp USJW _ w W J F- Q F- W W W z W Qp to n co � xQCna ~ CO a' CCQ0 pUU � aF _ " OH F- F- Z > Z � � F- zU) � wZ � CnzQ 2p � 0 aw a�aaw6 w (n � UZ - U) j] Q � a UQ a 00H Z� 22M,wR Uwz2 0z L QOw0 - W Wawa' Q W R W Sa' UCn �n���°zyu Cl- Z O MSU F- Q W of F- ~ > > Sp CL U �ti�J xf w J W W -� W Z Z Q Q ~ W U W Q Q p Z F- F- J 0 0 W F- waia"wvoa O O � � O 0 ' F- 20-1 U aF yxo wZQ2 JaCL2i -JQ wJ Z S U Q W W Q ZU W O O _ O U W U > O z S O O a z tirtiWx 0 w nU O > VWN F- Q W W S00P0 W Q0 O } O F- �,O'yW yQ 1 J U) < zco m of > F- zQUCnU > LLCnF- U LL F- C) CnUa > QQL`Lj,2`^ZQ y❑ Q Q' WF1f QT""xJ❑ C6 00 O ayti Jw J3aw 22> w- ww awawQWz0, g 3oayoZO > Qa fn >L, (4QZ� ❑Z =Q Z jQh-JeZ.2 Qw OE J SQ�H wZ-iQJ W OQ 2 a1J J JiZWi _ (� W p Q >�NFW^< Cn Z _O ^Z OW E a' [r a mQXQNa Uu Z U z (n W = F- F- W S S U F- z x=owQJZEz FLU W F- F- � Q w2 ~ � C� W JU o $ woaQo� F- w _U co w J co 0 Z = W W W Cl) U vLU v ~xwc~nw < 2 m cn > CO Z S O W Q � F- O ~ 0Y < 2 z � w < z O � u3�ZW~Z A � O of 0 W CAW O _O ~ � � (� WY ~ WO W � W W 2U a � J � _ �aUQL3wwZ= z F- ~ W Z U) F- F- Z F- z fn W Cn > U > Z Z W Q a w ���x z U P Z � (nCL W JJ � JUZ2 � } a > a � aZ0- ULFJ xw F- ac~iZZEWwLdz wp0 O JQ J W CgCna' W p > _zrn m W �Qw�J � ZOY Z HU - Qw2O � W 000U VFW-- ZZ CD d � pJ OZ - =aZWwaxww � S Q a LU CO Z a F_ > _Z S F- W Q } W U W Q w - w rJQaaUXUP Lii � � z � zUCnZQOUp � t > W � UZS0Z W ZEw Ow L..o CKW O X0 W QW F- U) zNQ � 0zF- UJUO QF- W F- P W U F- Q = 0zU aU) 0- wW � t2- ZoNiZU FLC) zzZOU � QcD > U 4.:.1 W S Cr p O O o Q Cl) p F- LL U` � Cn � Cn f- F- CO w F- Q Z a- Z W Z p F- W oCCWO W W Z ZJ W O W 1. F- Q W Q U Q U a ¢ } m a 0 g 2 U U z C X O � ry OWZz 0E- < JQd' 0 � � � `_ w � U WaZZO W UQ (!1 ZQ � � zO > Sz � � � � WUOJ � 0D � Qao � � U � SpZWO CN � p0E- W 0 < <DZc° Q� wUUV � C� zcn � Q = w � ZW �CO z UF-< U) OUw000QF- m � VCO w (� - � � ww O0 � < w J On JJ QUuj � F- Zw00 Cn Z wwz � Cnw W Cn U F- � Um b: JOf < UZOf < z0 WUOF- 0 WF- z 0nW > > Z0Z Uw0 coF- C) o � z = ooZoQa J � o � p000 � N < � � � � F- Q � LJJ JQ (nJJwF- J U F- Lij J F- W J0 Z = O w � ww F- QwwQczn � w ¢ � c~n = ¢ ww � � ¢ � w ° = Q ' = � z OZ � � F- ZaF- zCnOF- 0z CI F- 0 > - xt- F- > W f- a U) M < F- OQ } :DzOwzOZF- zwOw z F- QZQzD0 S - Q aQJ (nUJCn O _ Ua _ U ¢ 0 Of 0E- _ Wa _ C< U F- U < N M LC) 1.0 GENERAL 2.8 THE CHAMBER SHALL HAVE TWO ORIFICES NEAR ITS 1.1 STORMTECH CHAMBERS ARE DESIGNED TO CONTROL TOP TO ALLOW FOR EQUALIZATION OF AIR PRESSURE STORMWATER RUNOFF. AS A SUBSURFACE RETENTION BETWEEN ITS INTERIOR AND EXTERIOR. SYSTEM,STORMTECH CHAMBERS RETAIN AND ALLOW EFFECTIVE INFILTRATION OF WATER INTO THE SOIL. AS 2.9 THE CHAMBER SHALL HAVE BOTH OF ITS ENDS OPEN TO A SUBSURFACE DETENTION SYSTEM,STORMTECH ALLOW FOR UNIMPEDED HYDRAULIC FLOWS AND CHAMBERS DETAIN AND ALLOW FOR THE METERED VISUAL INSPECTIONS DOWN A ROWS ENTIRE LENGTH. FLOW OF WATER TO AN OUTFALL. 2.10 THE CHAMBER SHALL HAVE 14 CORRUGATIONS. 2.0 CHAMBER PARAMETERS 2.1 THE CHAMBER SHALL BE INJECTION MOLDED OF 2.11 THE CHAMBER SHALL HAVE A CIRCULAR, INDENTED, POLYPROPYLENE RESIN TO BE INHERENTLY RESISTANT FLAT SURFACE ON THE TOP OF THE CHAMBER FOR AN TO ENVIRONMENTAL STRESS CRACKING(ESCR),AND TO OPTIONAL 4-INCH INSPECTION PORT OR CLEAN-OUT. MAINTAIN ADEQUATE STIFFNESS THROUGH HIGHER TEMPERATURES EXPERIENCED DURING INSTALLATION 2.12 THE CHAMBER SHALL BE ANALYZED AND DESIGNED AND SERVICE. USING AASHTO METHODS FOR THERMOPLASTIC CULVERTS CONTAINED IN THE LRFD BRIDGE DESIGN 2.2 THE NOMINAL CHAMBER DIMENSIONS OF THE SPECIFICATIONS,2ND EDITION,INCLUDING INTERIM STORMTECH SC-740 SHALL BE 30.0 INCHES TALL,51.0 SPECIFICATIONS THROUGH 2O01. DESIGN LIVE LOAD INCHES WIDE AND 90.7 INCHES LONG. THE NOMINAL SHALL BE THE AASHTO HS20 TRUCK. DESIGN SHALL CHAMBER DIMENSIONS OF THE STORMTECH SC-310 CONSIDER EARTH AND LIVE LOADS AS APPROPRIATE SHALL BE 16.0 INCHES TALL,34.0 INCHES WIDE AND 90.7 FOR THE MINIMUM TO MAXIMUM SPECIFIED DEPTH OF INCHES LONG. THE INSTALLED LENGTH OF A JOINED FILL. CHAMBER SHALL BE 85.4 INCHES. 2.13 THE CHAMBER SHALL BE MANUFACTURED IN AN ISO 2.3 THE CHAMBER SHALL HAVE A CONTINUOUSLY CURVED 9001:2000 CERTIFIED FACILITY. SECTION PROFILE. 3.0 END CAP PARAMETERS 2.4 THE CHAMBER SHALL BE OPEN-BOTTOMED. 3.1 THE END CAP SHALL BE INJECTION MOLDED OF POLYPROPYLENE RESIN TO BE INHERENTLY RESISTANT 2.5 THE CHAMBER SHALL INCORPORATE AN OVERLAPPING TO ENVIRONMENTAL STRESS CRACKING,AND TO CORRUGATION JOINT SYSTEM TO ALLOW CHAMBER MAINTAIN ADEQUATE STIFFNESS THROUGH HIGHER ROWS OF ALMOST ANY LENGTH TO BE CREATED. THE TEMPERATURES EXPERIENCED DURING INSTALLATION OVERLAPPING CORRUGATION JOINT SYSTEM SHALL BE AND SERVICE. EFFECTIVE WHILE ALLOWING A CHAMBER TO BE TRIMMED TO SHORTEN ITS OVERALL LENGTH. 3.2 THE END CAP SHALL BE DESIGNED TO FIT INTO ANY CORRUGATION OF A CHAMBER,WHICH ALLOWS: 2.6 THE NOMINAL STORAGE VOLUME OF A JOINED CAPPING A CHAMBER THAT HAS ITS LENGTH TRIMMED; STORMTECH SC-740 CHAMBER SHALL BE 74.9 CUBIC SEGMENTING ROWS INTO STORAGE BASINS OF FEET PER CHAMBER WHEN INSTALLED PER VARIOUS LENGTHS. STORMTECH'S TYPICAL DETAILS(INCLUDES THE VOLUME OF CRUSHED ANGULAR STONE WITH AN 3.3 THE END CAP SHALL HAVE SAW GUIDES TO ALLOW EASY ASSUMED 40%POROSITY). THIS EQUATES TO 2.2 CUBIC CUTTING FOR VARIOUS DIAMETERS OF PIPE THAT MAY FEET OF STORAGE/SQUARE FOOT OF BED. THE BE USED TO INLET THE SYSTEM. NOMINAL STORAGE VOLUME OF AN INSTALLED STORMTECH SC-310 CHAMBER SHALL BE 31.0 CUBIC 3.4 THE END CAP SHALL HAVE EXCESS STRUCTURAL FEET PER CHAMBER WHEN INSTALLED PER ADEQUACIES TO ALLOW CUTTING AN ORIFICE OF ANY STORMTECH'S TYPICAL DETAILS(INCLUDES THE SIZE AT ANY INVERT ELEVATION. VOLUME OF CRUSHED ANGULAR STONE WITH AN ASSUMED 40%POROSITY). THIS EQUATES TO 1.3 CUBIC 3.5 THE PRIMARY FACE OF AN END CAP SHALL BE CURVED FEET OF STORAGE/SQUARE FOOT OF BED. OUTWARD TO RESIST HORIZONTAL LOADS GENERATED NEAR THE EDGES OF BEDS. 2.7 THE CHAMBER SHALL HAVE FORTY-EIGHT ORIFICES PENETRATING THE SIDEWALLS TO ALLOW FOR LATERAL 16 THE END CAP SHALL BE MANUFACTURED IN AN ISO CONVEYANCE OF WATER. 9001:2000 CERTIFIED FACILITY. NOTE:CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL 20 Beaver Road,Suite 104 STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER Wethersfield,CT 06109 THIS STDRMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED � � Phone:888-892-2694 LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT oare,o,.ae,eaa.a�aw Fax:866-3288401 AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE SubsurfaceSlormwatermanagement- www.stormtech.com DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE ALL MUST BE DESIGNEDANDAINSTALLED IN ACCORDANCE GUL`JAIIDNTORMTDECHTSCMINIMUM UCTS STORMTECH PRODUCT SPECIFICATIONS REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS, SCALE: NTS CHECKED DATE: ACAD No. DRAWN BY: SHEET CIF I BOZEMAN GATEWAY P ELIIV (NARY SITE GRADII G I ._. - - -- --_i ---- _ 1 _ _i _ i T _ PAD -- -- ..... .__._,. / iI - AD-- .8/ a PAID PAD \ ELEV. LEV. ELEV ,,` f ELF-V.5 r 4842:5 4844.0 845 4845 ELEV` 4846.0 i r �`. / P.E. .!� -..+a Alb : 4848 2 " �"'••r.' t E ELEV. PAD - 48'3LT.�- y. 4 r \EL 4 53.0 - PAD PA - v EL Li- EL V. PAD r :- _. c - -' ,485' 48 R.0 4L B0 I` 5. PAD % 9 /-I..\ E L 4852. ELEV.; r I .< {° 853. ae53.s -.. - =\._ _ t• .:.. _ -_.PAD e �...- � ,..- ,i EL7. j PAD ' PAb` r PAD •ELEV/ °' - X'a '-9 g5 _. '"- t - 48 4. ELEV. ` 4832.2 "- - P.E PAD ELEV. - PAP I PAD EV. h t`• €a ' 4esa.o _ P.E. m=; ELE�L . 48 5.5 `855.0 ELEV. 485�.8 '' / 485s.o rs 4B54.-, 0 - - \. 4853.0 FAU - - .' Z •. � '.ems - --- !:•EV. PAD 4856 5 ELEV. s r _ PAD W_ :�� g �1; � �- sass � / �• _ /I ;'+ r s` •e55 J s d�" c^." 1 PAD-- VillELEV. EtfV— `'-` o✓ -j .. ELEV. i s — 4858.0 3 4857.0 4856. i' _ - 1 , cl= uc, MORRISON BOZMAN GATEWAY... EXISTING CONTOURS GRAPHIC SCALE MAIERLE,[Nc. PRELIMINARY —_..._...-..D .50. .--"100- -.___wrn , KR'a.am• W sn ra, a-nn - w PROPOSED CONTOURS � OQ�,� CLIENT:MITCHFLL DEVELOPMENT SITE G11C11111VG 1 Inch- 10D 1L FIELD WORK• O8/D8/OB PLOTTED DATE: Aug/09/2005 - 06:02:52 pm DATE' DRAWING NAME: DRAWN BY: JAU SCALE:t"-100' H;\3M\DD3\AGD\DESIGN\GWEMSIR.d,g CHECKED BY•GJS pROJ ;3638.003 SHEET 1 OF 1 0.0PED BY.M1mm PROJECT: IMOMSON MMERLE INC. BY: DATE PROJ.NO. CHK: DATE PAGE: OF o �I e"Lu t 4�, Yfk F, / 23q A�- 0 9 G�e�kyf = zt��,3 _ z9, 3 i 71-ibWary to azte'A Creek DATE : 8/9/2005 0:00 STORM WA TER H,YDRX ULIC ANAL YSIS DESIGNED DX:JAIUIDJ 19 ORRISON& MAIER LE,INC. Pond# N/A Basin Description Pre-development Storm Frequency 25 yr Storm Duration 2 hr [basin Area 29664436.00 sf [basin area 681.00 acres Overland Distance 14900.00 ft Runoff Coefficient 0.20 per Maidrnent, D. R., 1993, Handbook of Hydrology, McGraw-K Slope 1.50 Intensity power curve in/hr Duration 120 min. te 172.75 min �Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 47.75 cfs Peak Volume 345177.07 cf Tributary t® Baxter Creek DATE : 8/9/2005 0:00 T' 1 It 'l Z Z:Z HYDRA ULIC ANAL YSIS IDESRGNEH ID�7TR e:J/�7AU/T�CD7�1� 7��7�'r 1V'i0dAPdSO1V & MAJ1i1L`Jl!`a1L E,ENC. Pond# N/A Basin Description Post - development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 29664436 sf Basin Area 681.00 acres Overland Distance 14900.00 ft Runoff Coefficient 0.30 Per Maidment, D.R., 1993, Handbook of hydrology, McGraw-Hill Slope 1.50 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 47.75 cfs Firneofncentration 15.3.;55 min Per FAA, USDOT,A/C 150-5320-5b, 1970 80.58 cfs me to be sto 236370.42 -of i H:13638\003\DOCS\Drainage\Baxter Ck.x1s8/9/2005 Tributary to Exacr Creck DATE : 5/9/2005 0:00 STORM WA TER HYDRA ULIC ANALYNI,S` DESIGNED BY:JAU/tKDJ MORRISON& MA N RL E,INC. Pond # N/A Basin Description Pre-development Storm Frequency 100 yr Storm Duration 2 hr Basin area 29664436.00 sf Basin Area 631.00 acres Overland Distance 14900.00 ft Runoff Coefficient 0.20 per Maidment,D. R., 1993, Handbook of Hydrology,McGraw-Hi Slope 1.50 % Intensity power carve in/hr Duration 120 min. ft 172.75 min Per FAA, USDOY,A/C 150-5320-5b, 1970 Q at tc 60.56 cfs Peak Volume 437761.75 of 1 r10 eta to tee° 'reek DATE : 8/9/2005 0:00 STORM WATER HYDRA ULIC ANAL YSIS DESIGNED DY:JAU/IKDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 100 yr Storm Duration 2 hr [Basin Area 29664436 sfr Basin Area 681.00 acres Overland Distance 14900.00 ft Runoff Coefficient 0.30 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.50 % Ontensity power curve in/hr Duration 120 min. Allowed Release Rate 60.56 cfs T imencentration 153.5.5 min ;Per FAA, USDOT,A/C 150-5320-5b, 1970 102.19 cfs me to be sto 299770.58 of H:\3638\003\DOCS\Drainage\Baxter CkAs8/9/2005 Culvert Calculator Report Tributary to Baxter Creek Solve For:Headwater Elevation Culvert Summary Allowable HW Elevation 4,853.35 ft Headwater Depth/Height 1.23 Computed Headwater Elevc 4,853.70 ft Discharge 82.00 cfs Inlet Control HW Elev. 4,853.70 ft Tailwater Elevation 4,852.23 ft Outlet Control HW Elev. 4,853.68 ft Control Type Inlet Control Grades Upstream Invert 4,850.00 ft Downstream Invert 4,849.50 ft Length 100.00 ft Constructed Slope 0.005000 ft/ft Hydraulic Profile Profile M1 Depth,Downstream 2.73 ft Slope Type Mild Normal Depth 2.24 ft Flow Regime Subcritical Critical Depth 2.16 ft Velocity Downstream 7.46 fUs Critical Slope 0.005384 ft/ft Section Section Shape Arch Mannings Coefficient 0.013 Section Material Concrete Span 4.88 ft Section Size 58.5 x 36.0 inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,853.68 ft Upstream Velocity Head 0.94 ft Ke 0.20 Entrance Loss 0.19 ft Inlet Control Properties Inlet Control HW Elev. 4,853.70 ft Flow Control Submerged Inlet Type Groove end projecting(arch) Area Full 11.4 ft2 K 0.00450 HDS 5 Chart 0 M 2.00000 HDS 5 Scale 0 C 0.03170 Equation Form 1 Y 0.69000 Project Engineer:Morrison-Maierle, Inc. h:\3638\003\does\drainage\trib to baxter ck.cvm Morrison-Maierle Inc CulvertMaster v3.0[3.0003] 08/09/05 11:19:47 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 i MORRISONRoAc': BY: DATE PROJ.NO. MAIERLE,INC. CHK: DATE PAGE: OF AC, 4A, r Garfield Culvert Sta. 14+ 97 DATE : 12/16/2004 O:oo STORM WATER HYDRA ULIC ANALYSIS DESIGNED BY:JAU/JJK MORRISON& MAIERLE,INC. Pond # Sta. 14+97 Basin Description Post - development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 4268880 sf Basin Area 98.00 acres Overland Distance 4240.00 ft Runoff Coefficient 0.35 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.30 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 11.93 cfs Time of concentration 80.54 min Per FAA, USDOT,A/C-150-5320-5b, 1970 'Q at tc 22.29 cfs Peak Volume to be sto 50200.11 cf Garfield Culvert Sta. 14+97 DATE 1 2/1 612004 0:00 t STORM WA TER HYDRA ULIC ANAL YSIS DESIGNED BY:JAU/JJK MORRISON &MAIERLE,INC. Pond # Sta. 14+97 Basin Description Post - development Storm Frequency 100 yr Storm Duration 2 hr Basin Area 4268880 sf Basin Area 98.00 acres Overland Distance 4240.00 ft Runoff Coefficient 0.35 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.30 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 15.27 cfs FTimeof cone tration 80..54 m1nPer FAA, USDOT,AIC 150-5320-5b, 1970 � tc 28.61 cfs Peak Volume to be stc 64630.10 cf Culvert Calculator Repoft Basin 3; Garfield STA 1 44S6 Solve For: Discharge Culvert Summary Allowable HW Elevation 4,858.50 ft Headwater Depth/Height 1.14 Computed Headwater Elev, 4,858.50 ft Discharge 28.60 cfs Inlet Control HW Elev. 4,858.43 ft Tailwater Elevation 4,854.92 ft Outlet Control HW Elev. 4,858.50 ft Control Type Entrance Control Grades Upstream Invert 4,855.64 ft Downstream Invert 4,852.92 ft Length 84.00 ft Constructed Slope 0.032381 ft/ft Hydraulic Profile Profile CompositeSIIS2 Depth, Downstream 2.00 ft Slope Type Steep Normal Depth 1.08 ft Flow Regime N/A Critical Depth 1.82 ft Velocity Downstream 6.79 ft/s Critical Slope 0.006248 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 2.50 ft Section Size 30 inch Rise 2.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,858.50 ft Upstream Velocity Head 0.86 ft Ke 0.20 Entrance Loss 0.17 ft Inlet Control Properties Inlet Control HW Elev. 4,858.43 ft Flow Control Transition Inlet Type Beveled ring,33.7°bevels Area Full 4.9 ft' K 0A0180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer:Morrison-Maierle Inc h:\...\docs\design-rpts\drainage\offsite.cvm Morrison-Maierle Inc CulvertMaster v3.0[3.0003) 12/16/04 03:22:35 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 i Culvert Calculator Report Overflow Sta. 14+97 Solve For:Discharge Culvert Summary Allowable HW Elevation 4,85&50 ft Headwater Depth/Height 1.18 Computed Headwater Elev< 4,858.50 ft Discharge 17.15 cfs Inlet Control HW Elev. 4,858.47 ft Tailwater Elevation 4,854.92 ft Outlet Control HW Elev. 4,858.50 ft Control Type Entrance Control Grades Upstream Invert 4,856.14 ft Downstream Invert 4,853.42 ft Length 84.00 ft Constructed Slope 0.032381 ft/ft Hydraulic Profile Profile CompositeS1S2 Depth, Downstream 1.50 ft Slope Type Steep Normal Depth 0.91 ft Flow Regime N/A Critical Depth 1.49 ft Velocity Downstream 6.79 ft/s Critical Slope 0.006988 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,858.50 ft Upstream Velocity Head 0.72 ft Ke 0.20 Entrance Loss 0.14 ft Inlet Control Properties Inlet Control HW Elev. 4,858.47 ft Flow Control Transition Inlet Type Beveled ring,33.7"bevels Area Full 3.1 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 y Y 0.83000 ~ Project Engineer: Morrison-Maierle Inc h:\...\docs\design-rpts\drainage\offsite.cvm Morrison-Maierle Inc CulvertMaster v3.0[3.0003] 12/16/04 03:28:22 PM ©Haestad Methods, Inc, 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 IN PROJECT: ■ MORMSON Omni MMRLE,INC. BY: DATE PROJ.NO. CHK: DATE PAGE: OF IV4 iij (3 L 1 L 0 r L t'j;,A E lit S" V Culvert Calculator Report Basin 4; Garfield STA 6+43 Solve For:Discharge MCulvert Summary Allowable HW Elevation 4,856.69 ft Headwater Depth/Height 1.50 Computed Headwater Elev, 4,856.69 ft Discharge 23.61 cfs Inlet Control HW Elev. 4,856.69 ft Tailwater Elevation 4,852.67 ft Outlet Control HW Elev. 4,856.67 ft Control Type Inlet Control Grades Upstream Invert 4,853.69 ft Downstream Invert 4,850.67 ft Length 94.00 ft Constructed Slope 0.032128 ft/ft Hydraulic Profile Profile CompositeSlS2 Depth,Downstream 1.13 ft Slope Type Steep Normal Depth 1.10 ft Flow Regime N/A Critical Depth 1.72 ft Velocity Downstream 12.84 ft/s Critical Slope 0.010053 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,856.67 ft Upstream Velocity Head 1.04 ft Ke 0.20 Entrance Loss 0.21 ft Inlet Control Properties Inlet Control HW Elev. 4,856.69 ft Flow Control Submerged Inlet Type Beveled ring, 33.7° bevels Area Full 3.1 ftz K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer:Morrison-Maierle Inc h:\...\dots\design-rpts\drainage\offsite.cvm Morrison-Ma ierle Inc CulvertMaster v3.0[3.00031 12/16/04 03:49:29 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Garfield Culvert Sta. +44 DATE : 1 2/1 6/2004 0:00 STORM WATER HYDRA ULIC ANAL YSIS DESIGNED BY:JAU/JJK MORRISON &MAIERLE,INC. Pond # Sta. 6+44 Basin Description Post - development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 2526480 sf Basin Area 58.00 acres Overland Distance 4400.00 ft Runoff Coefficient 0.35 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.30 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 6.75 cfs Time of concentration 82.05 min Per FAA, USDOT,A/C 150-.5320-5b, 1970 1'0 at tc 13.06 cfs Peak Volume to be stc 31072..64 cf Garfield Culvert Stagy 6+44 DATE : 12/16/2004 0:00 STORM WATER HYDRAULIC ANALYSIS DESIGNED BY:JAU/JJK MORRISON&MAIERLE,INC. Pond # Sta. 6+44 Basin Description Post - development Storm Frequency 100 yr Storm Duration 2 hr Basin Area 2526480 sf Basin Area 58.00 acres Overland Distance 4400.00 ft Runoff Coefficient 0.35 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.30 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 8.62 cfs Time of concentration 82.05 min Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 16.76 cfs Peak Volume to be stc 40060.76 cf I PROJECT:IMORRISON ML!!FREE INC. 9Y. DATE PROD.NO. CHK: DATE PAGE: OF41 B 3 � 311, ��, Z0E) ����� Culvert Calculator Report The Bozeman Gateway- Flood Routing Solve For:Discharge Culvert Summary Allowable HW Elevation 4,840.00 ft Headwater Depth/Height 2.23 Computed Headwater Elev. 4,840.00 ft Discharge 41.81 cfs . Inlet Control HW Elev. 4,837.00 ft TailWater Elevation 4,821.00 ft Outlet Control HW Elev. 4,840.00 ft Control Type Outlet Control Grades Upstream Invert 4,833.30 ft Downstream Invert 4,818.62 ft Length 1,356.00 ft Constructed Slope 0.010826 ft/ft Hydraulic Profile Profile Composite M2PressureProfile Depth,Downstream 2.38 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 2.11 ft Velocity Downstream 6.95 ft/s Critical Slope 0.018959 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 3.00 ft Section Size 36 inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,840.00 ft Upstream Velocity Head 0.54 ft Ke 0.90 Entrance Loss 0.49 ft Inlet Control Properties Inlet Control HW Elev. 4,837.00 ft Flow Control Unsubmerged Inlet Type Projecting Area Full 7.1 ft2 K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\bg flood.cvm Morrison-Maierle Inc CulvertMaster v3.0 13.0003] 08/08/05 02:41:03 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 The Bozeman Gateway-Flood Routing DATE : 8/8/2005 0:00 STORM WA TER HYDRA ULIC ANAL PSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,ENC. Pond# NIA Basin Description Pre-development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 8712000.00 sf Basin Area 200.00 acres Overland Distance 5600.00 ft Runoff Coefficient 0.20 per Maidment, D. R.,1993, Handbook of Hydrology,McGraw-Hi Slope 1.80 % Intensity power curve in/hr Duration 120 min. tC 99.66 min Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 22.69 cfs Peak Volume 145597.24 cf The Bozeman Gateway-Flood Routing DATE : 8/8/2005 0:00 STORM WATER HYDRA ULIC ANAL YSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 8712000 sf Basin Area 200.00 acres Overland Distance 6030.00 ft Runoff Coefficient 0.45 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.60 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 22.69 cfs ITime of concentration 77.68 rein Per FAA, USDOT,A/C 150-5320-5b, 1970 0 at tc 59.84 cfs Peak Volume to be sto 173893.13 cf H:\3638\003\DO CS\Drainage\BG-ES-F LOOD.xl s8/8/2005 The Bozeman Gateway-Flood Routing DATE : 8/8/2005 0:00 SFORM WA E'ER HYDRA ULIC ANAL 17SIS D ESEIGN ED BY:JAU/IDJ MORMS®N &MAIERLE,INC. Pond # N/A Basin Description Pre-development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 8712000.00 sf Basin Area 200.00 acres Overland Distance 5600.00 ft Runoff Coefficient 0.33 per Maidment, D.R.,1993,Handbook of Hydrology,McGraw-Hi Slope 1.80 % Intensity power curve Nhr Duration 120, m n. tC 85.-26 min Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 41.41 cfs Peak Volume 239836.88 .cf The Bozeman Gateway-Flood Routing DATE : 8/8/2005 0:00 STORM WAi TER HYDRA ULIC ANAL YSIS DESIGNED BY:JAU//KDJ MORRISON&MAIERLE,U\,TC. Fond N/A Basin Description Post - development Store Frequency 25 yr Storm Duration 2 hr Basin Area 8712000 sf Basics [area 200.00 acres Overland! Distance 6030.00 ft Runoff Coefficient 0.45 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.60 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 41.41 cfs Tuns of concentration 77.68 min Per FAA, USD®T,A/C 150-5320-5b, 1970 Q at tc 59.84 cfs Peak Volume to be stc 86278.64 cf H:\3638\003\DOCS\Drainage\BG-ES-F I.00D.xis8/8/2005 The Bozeman Gateway-Flood Routing DATE : 8/8/2005 0:00 STORM WATER HYDRA IULIC ANAL YSIS DESIGNED BY:JA U/KDJ 1 ORRISON&MARER LE,INC. Pond # N/A Basin Description Pre-development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 8712000.00 sf Basin Area 20U.30 acres Overland Distance 5500.00 fft Runoff Coefficient 0.33 per Maidment, D. R., 1993, Handbook of Hydrology,McGraw-Hi Slope 1.80 % Intensity power curve h1hr Duration 120 min. tc 85.26 rein Per FAA, USDOT,A/C 150-5320-5b,1970 0 at tc 41.41 cfs Peek Votume 259836.88 of The Bozeman Gateway-Flood Routing DATE : 8/8/2005 0:00 STORM WATER HYDRA ULIC'ANAL YSIS DESIGNED BY:JAU/KDJ MORPJSON&MAIERILE,INC. Pond # N/A Basin Description Post - development Storm Frequency 100 yr Storm Duration 2 hr Basin area 8712000 sf Basin Area 200.00 acres Overland Distance 6030.00 ft Runoff Coefficient 0.45 Per Rfeaidrnent, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.60 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 41.41 cfs Time of.concentration 77.68 min Per FAR, USDOT,A/C 150-5320-5b, 1970 at tc 76.86 cfs Peak Volume to be stc 166019.56 cf H:\3636\003\DOCS\Drainage\BG-ES-F LOOD.xls8/3/2005 i Culvert Calculator Report Culvert at Harmon Stream/Huffine Solve For:Section Size Culvert Summary Allowable HW Elevation 4,840.00 ft Headwater Depth/Height 1.63 Computed Headwater Elev. 4,839.89 ft Discharge 60.00 cfs Inlet Control HW Elev. 4,839.87 ft Tailwater Elevation 4,836.50 ft Outlet Control HW Elev. 4,839.89 ft Control Type Outlet Control Grades Upstream Invert 4,835.00 ft Downstream Invert 4,834.50 ft Length 120.00 ft Constructed Slope 0.004167 ft/ft Hydraulic Profile Profile Composite M2PressureProfile Depth,Downstream 2.50 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 2.50 ft Velocity Downstream 9.53 ft/s Critical Slope 0.007855 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 ft Section Size 36 inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,839.89 ft Upstream Velocity Head 1.12 ft Ke 0.50 Entrance Loss 0.56 ft Inlet Control Properties Inlet Control HW Elev. 4,839.87 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 7.1 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Project Engineer:Morrison-Maierle,Inc. h:\_..\003\dots\drainage\harmon stream-huffine.cvm Morrison-Maierle Inc CulvertMaster v3.0 13.0003] 08/09/05 03:41:33 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 i MORRIS®�� MMERLE,INC. Peo.E_CT: I BY: DATE PR01 NO. CW: DATE PAGE OF �.3sec (, e_r-S s � /.6,�C e n 2D > �.aSCo.Ea��r I.s�feL o s9 rt 2s r2 n„-r�c= lSrizc P e o.�o 40 i 1 I i i i The I ozeman Gateway I- yr 0,ATE : 8/312005 0:00 13ESEGNED BY:JAU/I DJ MORRESON &MAIERLE,INC. Pond R N/A Bash Uescription Pre-development Storm Frequency i0 yr Storm Duraton 2 hr Bason area 227336.00 sf Bason Area 5.22 acres Overland M,stance 650.00 ft Runoff Coefficient 0.20 per Maidmenl, D. R.,1993, Handbook of Hydrology, McGraw-Hi Slope 1.70 % Intensity power curve h/hr Duration 120 min. C 34.61 min Per FAA, USD®T,A/C 150-5320-5b,1970 .Q at tc 0.96 cfs "Peak Volume 3090.70 cf The Bozeman Gateway-MBI-IOyr DATE : 8/9/2005 0:00 STORM WATER HYDRA ULIC ANALYSIS DESIGNED BY:JAUIIKDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 227336 sf Basin Area 5.22 acres Overland Distance 650.00 ft Runoff Coefficient 0.59 Per Maidment, D.R., 1993, Handbook of Hydrology,McGraw-Hill Slope 2.50 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 0.96 cfs FT1.,meofncentration 17.24 min Per FAA, USDOT,A/C 150-5320-5b, 1970 4.45 cfs me to be stc 3914.7-6 cf H:\3638\003\DOGS\Drainage\BG-MB1-10YR.xls8/9/2005 ® MORRISON ®® MAIERLE, INC. An Employee-Owned Company The Bozeman Gateway-MB1-10yr ORIFICE SIZING FOR DETENTION POND OUTLET Q=CdA(29H)112 Engineering Formulas, 5th Edition, Kurt Gieck, 1986 Where: Q = Allowable release rate (cfs) Cd= Discharge Coefficient=0.6 for sharp edge aperture A= Area of Orifice in square feet(sq.ft.) A= r7d2/4(sf) d = diameter(ft) g = gravity constant= 32.2 (ft/s)2 H = Height of Water at Maximum design water elevation in relationship to the orifice elevation Q = 0.96 cfs Cd = 0.6 A= 7/d2/4 sf g = 32.2 (ft/s)2 H = 1.5ft Solve for d: d = 0.455387 ft or d = 5.46 in. ORIFICE DIAMETER SIZE = 5.46 INCHES The Bozeman Gateway 1V BI-25yr DATE : 8/9/2005 0:00 STORM WATER HYDRAULIC ANALYSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 227336 sf Basin Area 5.22 acres Overland Distance 650.00 ft Runoff Coefficient 0.59 Per Maidment, D.R.,1993, Handbook of Hydrology, McGraw-Hill Slope 2.50 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 1.16 cfs Time of concentration 17.24 min Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at -tc 5.35 cfs Peak Volume to be stn 4751.34 of H:\3638\003\DOGS\Drainage\BG-MB 1-25YR.xls8/9/2005 MB1-25yr concrete pipe-15" Worksheet for Circular Channel Project Description Worksheet MB1-25yr concretepipii Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 006000 ft/ft Diameter 15.0 in Discharge 5.35 cfs Results Depth 1.13 ft Flow Area 1.2 ft' Wetted Perime 3.16 ft Top Width 0.00 ft Critical Depth 0.94 ft Percent Full 90.8 % Critical Slope 0.008244 ft/ft Velocity 4.57 ft/s Velocity Head 0.32 ft Specific Energ, 1.46 ft Froude Numbe 0.63 Maximum Disc 5.38 cfs Discharge Full 5.00 cfs Slope Full 0.006860 ft/ft Flow Type 3ubcritical Project Engineer.Morrison-Maierle,Inc. h:\3638\003\does\drainage\mb1.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 08:58:04 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M131-25yr pvc pipe-15" Worksheet for Circular Channel Project Description Worksheet MB1-25yr pvc piping Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 004000 ft/ft Diameter 15.0 in Discharge 5.35 cfs Results Depth 1.03 ft Flow Area 1.1 ft' Wetted Perime 2.85 ft Top Width 0.00 ft Critical Depth 0.94 ft Percent Full 82.6 % Critical Slope 0.004878 ft/ft Velocity 4.93 ft/s Velocity Head 0.38 ft Specific Energ- 1.41 ft Froude Numbe 0.81 Maximum Disc 5.71 cfs Discharge Full 5.31 cfs Slope Full 0.004059 ft/ft Flow Type 3ubcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb1.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.00051 08/09/05 08:58:46 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 ® MORRISON PROJECT: ® BY: DATE PROJ.NO. MAIERLE,INC. - CHK: DATE PAGE: OF i �c1£�t.c�rvCa pt`ol= �qq 6 r7C a ccPC. c, Z S';rZ n,P i—tq,= PD rt�L'C.{3 �d'Ga.�t St�y6 rat o46-76 Z.1"PUC_L a. 7e) i I h ��9i2oo5 0:00 e Bozeman Gateway MBA-19 ytF � � : STORM WATER HYDR,4 ULIC ANALYSIS DESIGNED BY:JAU/IDJ MORRISON&MAIERLE,INC. Pond# N/A Basin Description Pre-development Story Frequency 10 yr Storm Duration 2 hr Basin Area 255941.00 sf Basin Area 5.88 acres Overland Distance 700.00 ft Runoff Coefficient 0.20 per Maidment,D. R.,1993, Handbook of Hydrology, McGraw-Hi Slope 2.00 % Intensity power curve in/hr Duration 120 min. -tl C 34.02 min Per FAA, IJSDOT,A/C 150-5320-5b, 1970 Q at tc 1.10 cfs Peak Volu-me 3479.60 cf The Bozeman Gateway-MB2-10yr DATE : 8/9/2005 0:00 STORM WATER HYDRA ULIC ANALYSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post -development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 255941 sf Basin Area 5.88 acres Overland Distance 700.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 2.40 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 1.10 cfs Time of concentration 10.67 miff Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 9.14 cfs Peak Volume to be sto 6976.23 of H:\3638\003\DOCS\Draina ge\BG-M B2-10YR.A sM/2005 ® MO�sON ®® AWERLE, INC. An Employee-Owned Company The Bozeman Gateway-MB2-10yr ORIFICE SIZING FOR DETENTION POND OUTLET Q=CdA(29H)1/2 Engineering Formulas, 5th Edition, Kurt Gieck, 1986 Where: Q = -Allowable release rate(cfs) Cd = Discharge Coefficient=0.6 for sharp edge aperture A= Area of Orifice in square feet (sq. ft.) A= 7Td2/4(sf) d = diameter(ft) g = gravity constant=32.2 (ft/s)2 H = Height of Water at Maximum design water elevation in relationship to the orifice elevation Q = 1.1 cfs Cd = 0.6 A= nd2A sf g = 32.2 (ft/s)2 H = 1.5ft Solve for d: d = 0.487463 ft or d = 5.85 in. ORIFICE DIAMETER SIZE = 5.85 INCHES The Bozeman Gateway-MB2-25yr DATE : 8/9/2005 0:00 STORM WATER HYDRAULIC ANALYSIS DESIGNED BY:JAU/IDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 255941 sf Basin Area 5.88 acres Overland Distance 700.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 2.40 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 1.33 cfs Time of concentration 10.67 m1n Per FAA, USDOT,A/C 150-5320-5b, 1970 'Q at tc 10.95 cfs Peak Volume to be stc 8525.81 cf H:\3638\003\DO CS\Drainage\B G-MB2-25YR.xl s8/9/2005 M132-25yr concrete pipe-18`° Worksheet for Circular Channel Project Description Worksheet M132-25yr concrete pipit Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 009500 ft/ft Diameter 18.0 in Discharge 10.95 cfs Results Depth 1.36 ft Flow Area 1.7 ft2 Wetted Perime 3.79 ft Top Width 0.00 ft Critical Depth 1.27 ft Percent Full 90.9 % Critical Slope 0.010323 ft/ft Velocity 6.49 ft/s Velocity Head 0.66 ft Specific Energ, 2.02 ft Froude Numbe 0.82 Maximum Disc 11.01 cfs Discharge Full 10.24 cfs Slope Full 0.010868 ft/ft Flow Type 3ubcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb2.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] O8/09/05 04:50:55 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M132-25yr pvc pipe-18" Worksheet for Circular Channel Project Description Worksheet M132-25yr pvc piping Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 006000 ft/ft Diameter 18.0 in Discharge 10.95 cfs Results Depth 1.28 ft Flow Area 1.6 ft2 Wetted Perime 3.54 ft Top Width 0.00 ft Critical Depth 1.27 ft Percent Full 85.5 % Critical Slope 0.006108 ft/ft Velocity 6.80 ft/s Velocity Head 0.72 ft Specific Energ, 2.00 ft Froude Numbe 0.97 Maximum Disc 11.38 cfs Discharge Full 10.58 cfs Slope Full 0.006431 ft/ft Flow Type 3ubcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb2.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:51:17 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MB2-25yr concrete pipe-21" Worksheet for Circular Channel Project Description Worksheet MB2-25yr concrete piph Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 004500 ft/ft Diameter 21.0 in Discharge 10.95 cfs Results Depth 1.49 ft Flow Area 2.2 ft' Wetted Perime 4.10 ft Top Width 0.00 ft Critical Depth 1.23 ft Percent Full 85.0 % Critical Slope 0.006692 ft/ft Velocity 5.03 ft/s Velocity Head 0.39 ft Specific Energ, 1.88 ft Froude Numbe 0.67 Maximum Disc 11.43 cfs Discharge Full 10.63 cfs Slope Full 0.004776 ft/ft Flow Type 3ubcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb2.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:52:10 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M132-25yr pvc pipe-21" Worksheet for Circular Channel Project Description Worksheet MB2-25yr pvc pipin! Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 004000 ft/ft Diameter 21.0 in Discharge 10.95 cfs Results Depth 1.23 ft Flow Area 1.8 ft2 Wetted Perime 3.48 ft Top Width 0.00 ft Critical Depth 1.23 ft Percent Full 70.2 % Critical Slope 0.003960 ft/ft Velocity 6.07 ft/s Velocity Head 0.57 ft Specific Energ; 1.80 ft Froude Numbe 1.01 Maximum Disc 14.01 cfs Discharge Full 13.03 cfs Slope Full 0.002826 ft/ft Flow Type supercritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb2.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:52:49 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 PROJECT: IMORMSON BY: DATE PROD.NO. ® MERLE,INC. _ CHK: DATE PAGE: OF i I I R18/S Z - 2o33Svr� ? %4f1iFr-2 l rzF--C -Z>,.0 P a tcGE d a�c AgT 726--lrro /.Sl c4s 70 /.{Ci3a/IEGF�f G✓J S��J:- �0�4Z�� �''� V�r/5�Ct'2S ' l6_ZZ C� 2t'E 2 .9� Z� nJL f- Q.4O 1� k .StsGF mvc A c3F cb S +9vD ,5 s S7 fu �S 7?i•t--S i�A-- i i The Bozeman Gateway MB3- 0yr DATE : 8/9/2005 0:00 STORM WATER HYDRA ULIC ANALYSIS DESIGNED BY:JAU/IIDJ MORRISON&MAIERLE,INC. Pond# N/A Basin Description Pre-development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 371480.00 sf Basin Area 8.53 acres Overland Distance 550.00 ft Runoff Coefficient 0.20 per flMaidment, D. R., 1993, Handbook of Hydrology, McGraw-Hi Slope 1.10 % Intensity power curve Whr Duration 120 min. C 36.80 min Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 1.51 of$ 'Peak VoW me 5050.39 cf I'he Bozeman Gateway-MB3-10yr DATE : 8/9/2005 O:oo STORM WATER HYDRA ULIC ANALYSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post- development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 371480 sf Basin Area 8.53 acres Overland Distance 550.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.80 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 1.51 cfs Time of concentration 10.41 min Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 13.55 cfs Pear Volume to be stc 10426.52 of H:\3638\003\DOC S\Drainage\BG-M B3-10YR.xIs819/2005 00MORRISON FIE] MMERLE, INC. An Employee-Owned Company The Bozeman Gateway-MB3-10yr ORIFICE SIZING FOR DETENTION POND OUTLET Q=CdA(29H)'"2 Engineering Formulas, 5th Edition, Kurt Gieck, 1986 Where: Q = Allowable release rate (cfs) Cd = Discharge Coefficient= 0.6 for sharp edge aperture A= Area of Orifice in square feet(sq.ft.) A= rrd2/4(sf) d = diameter(ft) g = gravity constant= 32.2 (ft/s)2 H = Height of Water at Maximum design water elevation in relationship to the orifice elevation Q = 1.51 cfs Cd = 0.6 A= rrd214 sf g = 32.2 (ft/s)2 H = 1.5 ft Solve for d: d = 0.571128 ft or d = 6.85 in. ORIFICE DIAMETER SIZE = 6.85 INCHES The Bozeman Gateway MB3-25yr DATE : 8/9/2005 0:00 STORM WATER HYDRA ULIC ANAL YSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 371480 sf Basin Area 8.53 acres Overland Distance 550.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.80 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 1.83 cfs Time of concentration 10.41 min Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 16.22 cfs Peak Volume to be sto 12753.01 cf i H:\3638\003\DOCS\Drainage\B G-MB3-25YR.xl s8/9/2005 M133-25yr concrete pipe-18" Worksheet for Circular Channel Project Description Worksheet MB3-25yr concrete pipit Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 021000 ft/ft Diameter 18.0 in Discharge 16.22 cfs Results Depth 1.35 ft Flow Area 1.7 ft2 Wetted Perime 3.75 ft Top Width 0.00 ft Critical Depth 1.43 ft Percent Full 90.0 % Critical Slope 0.020673 ft/ft Velocity 9.69 ft/s Velocity Head 1.46 ft Specific Energ, 2.81 ft Froude Numbe 1.25 Maximum Disc 16.37 cfs Discharge Full 15.22 cfs Slope Full 0.023846 ft/ft Flow Type supercritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb3.fm2 Morrison-Maierle Inc FlowMaster v7.0 j7.00051 08/09/05 04:44:02 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MB3-25yr pvc pipe-18" Worksheet for Circular Channel Project Description Worksheet MB3-25yr pvc piping Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 013000 ft/ft Diameter 18.0 in Discharge 16.22 cfs Results Depth 1.29 ft Flow Area 1.6 ft2 Wetted Perime 3.58 ft Top Width 0.00 ft Critical Depth 1.43 ft Percent Full 86.3 % Critical Slope 0.012232 ft/ft Velocity 10.00 ft/s Velocity Head 1.55 ft Specific Energ: 2.85 ft Froude Numbe 1.41 Maximum Disc 16.75 cfs Discharge Full 15.57 cfs Slope Full 0.014110 ft/ft Flow Type supercritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:45:11 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MB3-25yr concrete pipe-21" Worksheet for Circular Channel Project Description Worksheet MB3-25yr concrete pipit Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 009500 ft/ft Diameter 21.0 in Discharge 16.22 cfs Results Depth 1.53 ft Flow Area 2.2 ft2 Wetted Perime 4.23 ft Top Width 0.00 ft Critical Depth 1.48 ft Percent Full 87.4 % Critical Slope 0.009907 ft/ft Velocity 7.27 ft/s Velocity Head 0.82 ft Specific Energ; 2.35 ft Froude Numbe 0.92 Maximum Disc 16.61 cfs Discharge Full 15.44 cfs Slope Full 0.010480 ft/ft Flow Type 3ubcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb3.fm2 Morrison-Maierle Inc FlowMasterv7.0[7.0005] 08/09/05 04:44:38 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MB3-25yr pvc pipe-21" Worksheet for Circular Channel Project Description Worksheet MB3-25yr pvc piping Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 005500 ft/ft Diameter 21.0 in Discharge 16.22 cfs Results Depth 1.56 ft Flow Area 2.3 ft2 Wetted Perime 4.33 ft Top Width 0.00 ft Critical Depth 1.48 ft Percent Full 89.2 % Critical Slope 0.005862 ft/ft Velocity 7.16 ft/s Velocity Head 0.80 ft Specific Energ, 2.36 ft Froude Numbe 0.87 Maximum Disc 16.43 cfs Discharge Full 15.28 cfs Slope Full 0.006201 ft/ft Flow Type 3ubcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.00051 08/09/05 04:45:29 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M133-25yr concrete pipe-24" Worksheet for Circular Channel Project Description Worksheet MB3-25yr concrete pipit Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 004500 ft/ft Diameter 24.0 in Discharge 16.22 cfs Results Depth 1.81 ft Flow Area 3.0 ft2 Wetted Perime 5.04 ft Top Width 0.00 ft Critical Depth 1.45 ft Percent Full 90.7 % Critical Slope 0.006683 ft/ft Velocity 5.42 ft/s Velocity Head 0.46 ft Specific Energ, 2.27 ft Froude Numbe 0.59 Maximum Disc 16.32 cfs Discharge Full 15.17 cfs Slope Full 0.005141 ft/ft Flow Type 5ubcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:44:52 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MB3-25yr pvc pipe-24" Worksheet for Circular Channel Project Description Worksheet M133-25yr pvc piping Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 004000 ft/ft Diameter 24.0 in Discharge 16.22 cfs Results Depth 1.45 ft Flow Area 2.4 ft2 Wetted Perime 4.06 ft Top Width 0.00 ft Critical Depth 1.45 ft Percent Full 72.3 % Critical Slope 0.003954 ft/ft Velocity 6.67 ft/s Velocity Head 0.69 ft Specific Energ, 2.14 ft Froude Numbe 1.01 Maximum Disc 20.01 cfs Discharge Full 18.60 cfs Slope Full 0.003042 ft/ft Flow Type supercritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:45:38 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 I PROJECT: 1? Gr )T(� f MORRISON BY: �- DAZE NO. MM MAIERLE,INC. - / CHK: DATE PAGE: / OF rc�s d ZLfi�r7 UrST�= nizG- sz-&PL = .1.�- 7a RST 5te� E = 2_0 70 1�'t? a6 =O.Sb -- �Gsr '✓c i G-�/T%G F f �N� �/''r� = �CJ�� Csf'7' tr � ' PAC A""> Snu PIMS 7-H r�M u=3-oKV" ore6c + tR . i The 3azeman Gateway M 4-10yr DATE : 3/6/2005 0:00 STORM WATER HYDRA ULIC ANALYSIS DESIGNED BY:JAU/IDJ MORRISON&MAIERLE,INC. Pond # NIA Basin Description Pre-development Storm Frequency 10 yr Storm DuraUon 2 hr Basin Area 113086.00 sf Basin Area 2.60 acres Overland Distance 400.00 ft Runoff Coefficient 0.20 per Maidment, D. R.,1993,Handbook of Hydrology, McGraw-Hi Slope 1.70 % Intensity power curve in/hr Duration 120 rain. tC 27.15 mfn Per FAA, uSD®T,A/C 150-5320-5b, 1970 Q at tc 0.56 cfs Peak Volume 1537.44 cf The Bozeman Gateway- B4-1®yr DATE : 818/2005 0:00 STORM WATER HYDRAULIC ANALYSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post- development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 113086 sf Basin Area 2.60 acres Overland Distance 400.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 2.00 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 0.56 cfs Time of concentration 8.57 mtn Per FAA, USDOT, A/C 150-5320-5b, 1970 Q at tc 4.63 cfs Peak Volume to be stc 2850.95 cf H:\3638\003\DOCS\Drainage\B G-MB4-10YR.x1 s8/B/2005 MORRISON 00 MAIERLE, INC. An Employee-Owned Company The Bozeman Gateway-MB4-10yr ORIFICE SIZING FOR DETENTION POND OUTLET Q=CdA(29H)"2 Engineering Formulas, 5th Edition, Kurt Gieck, 1986 Where: Q= Allowable release rate (cfs) Cd = Discharge Coefficient=0.6 for sharp edge aperture A= Area of Orifice in square feet(sq. ft.) A= rrd2/4(sf) d = diameter(ft) g = gravity constant=32.2 (ft/s)2 H = Height of Water at Maximum design water elevation in relationship to the orifice elevation Q = 0.56 cfs Cd = 0.6 A= rrd2/4 sf g = 32.2 (ft/s)2 H = 1.5 ft Solve for d: d = 0.347808 ft or d = 4.17 in. ORIFICE DIAMETER SIZE = 4.17 INCHES The Bozeman Gateway-MB4-25yr DATE : 8/8i2005 0:00 STORM WATER HYDRAULIC ANALYSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 113086 sf Basin Area 2.60 acres Overland Distance 400.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 2.00 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 0.68 cfs F ncentration 8.57 min Per FAA, USDOT,A/C 150-5320-5b, 1970 5.54 cfs me to be sto 5476.62 cf H:\3638\003\DOCS\Drainage\B G-M B4-25YR.xls8/8/2005 MB4-25yr concrete pipe-15" Worksheet for Circular Channel Project Description Worksheet M134-25yr concrete pipit Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 006500 ft/ft Diameter 15.0 in Discharge 5.54 cfs Results Depth 1.12 ft Flow Area 1.2 ft2 Wetted Perime 3.11 ft Top Width 0.00 ft Critical Depth 0.95 ft Percent Full 89.6 % Critical Slope 0.008506 ft/ft Velocity 4.78 ft/s Velocity Head 0.35 ft Specific Energ; 1.47 ft Froude Numbe 0.68 Maximum Disc 5.60 cfs Discharge Full 5.21 cfs Slope Full 0.007356 ft/ft Flow Type Subcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb4_fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/08/05 04:17:00 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M134-25yr pvc pipe-15" Worksheet for Circular Channel Project Description Worksheet M134-25yr pvc pipin! Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 004000 ft/ft Diameter 15.0 in Discharge 5.54 cfs Results Depth 1.08 ft Flow Area 1.1 ft2 Wetted Perime 2.99 ft Top Width 0.00 ft Critical Depth 0.95 ft Percent Full 86.5 % Critical Slope 0.005033 ft/ft Velocity 4.91 ft/s Velocity Head 0.37 ft Specific Energy 1.46 ft Froude Numbe 0.75 Maximum Disc 5.71 cfs Discharge Full 5.31 cfs Slope Full 0.004353 ft/ft Flow Type 3ubcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb4.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/08/05 04:17:33 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MORRISONPROJECT: BY: DATE PROJ.NO. CHK: DATE PAGE: z OF �}6 Z C 1 G 7 i oez,F,l6 S r L2E = b 15" Pace o. c)7a TitE s R [� V=3.G i s i The Bozeman Gateway-AYES-16y Q DATE : 8/812005 0:00 STORM WATER HYDRA ULIC ANALYSIS DESIGNED BY:JAU/IDJ MORRISON&z MAIERLE,INC. Pond # N/A Basin Description Pre-development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 58960.00 sf Basin Area 1.35 acres Overland Distance 300.00 ft Runoff Coefficient 0.20 per Maidrnent, D. R.,1993, Handbook of Hydrology, McGraw-Hi Slope 1.60 % Intensity power curve in/hr Duration 120 min. Ito 23.99 min Per FAA, USDOT,A/C 150-5320-5b, 1970 ,IIO at tc 0.32 cfs Peak Vole 801.58 cf The Bozeman Gateway-MR5-10yr DATE : 8/8/2005 0:00 STORM WATER HYDRAULIC ANALYSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post- development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 58960 sf Basin Area 1.35 acres Overland Distance 300.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 2.20 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 0.32 cfs Time of concentration 7.19 rein Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 2.75 cfs Peak Voljume to be stc 1422.20 of H:\3638\003\DOCS\Drainage\BG-M B5-10YR.A s8/8/2005 ® MORRISON ®® MMERLE, INC. An Employee-Owned Company The Bozeman Gateway-MB5-10yr ORIFICE SIZING FOR DETENTION POND OUTLET Q=CdA(29H)"2 Engineering Formulas, 5th Edition, Kurt Gieck, 1986 Where: Q = Allowable release rate(cfs) Cd = Discharge Coefficient=0.6 for sharp edge aperture A= Area of Orifice in square feet(sq.ft.) A= rrd2/4(sf) d = diameter(ft) g = gravity constant=32.2 (ft/s)2 H = Height of Water at Maximum design water elevation in relationship to the orifice elevation Q = 0.32 cfs Cd = 0.6 A= r7d2/4 sf g = 32.2 (ft/s)2 H = 1.5 ft Solve for d: d = 0.262918 ft or - d = 3.16 in. ORIFICE DIAMETER SIZE = 3.16 INCHES The Bozeman Gateway B5-25yr DATE : 8/8/2005 0:00 STORM WATER HYDRA ULIC ANAL YSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 58960 sf Basin Area 1.35 acres Overland Distance 300.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 2.20 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 0.38 cfs Time of concentration 7.1-9 min Per FAA, USDOT,A/C 150-5320-5b, 1970 oat tc 3.28 cfs Peak Volume to be stc 1732.02 cf H:\3638\003\DOCS\Drainage\BG-MB5-25YR.xls8/8/2005 MB5-25yr concrete pipe-15" Worksheet for Circular Channel Project Description Worksheet MB5-25yr concrete pipit Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 004000 ft/ft Diameter 15.0 in Discharge 3.28 cfs Results Depth 0.85 ft Flow Area 0.9 ft2 Wetted Perime 2.42 ft Top Width 0.00 ft Critical Depth 0.73 ft Percent Full 67.8 % Critical Slope 0.006215 ft/ft Velocity 3.70 ft/s Velocity Head 0.21 ft Specific Energy 1.06 ft Froude Numbe 0.75 Maximum Disc 4.39 cfs Discharge Full 4.09 cfs Slope Full 0.002578 ft/ft Flow Type 3ubcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\does\drainage\mb5.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.00051 08/08/05 05:26:10 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MB5-25yr pvc pipe-15" Worksheet for Circular Channel Project Description Worksheet MB5-25yr pvc piping Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 004000 ft/ft Diameter 15.0 in Discharge 3.28 cfs Results Depth 0.71 ft Flow Area 0.7 ft2 Wetted Perime 2.14 ft Top Width 0.00 ft Critical Depth 0.73 ft Percent Full 56.8 % Critical Slope 0.003678 ft/ft Velocity 4.55 ft/s Velocity Head 0.32 ft Specific Energ, 1.03 ft Froude Numbe 1.05 Maximum Disc 5.71 cfs Discharge Full 5.31 cfs Slope Full 0.001526 ft/ft Flow Type supercritical Project Engineer:Morrison-Maierle, Inc. h:\3638\003\dots\drainage\mb5.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/08/05 05:26:18 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 PROJECT: MORRISONBY: DATE PRO}No. Elm MAIERLE INC. � CHK: GATE PAGE: � OF A"" 194ALt F-r'O - 3 PT"? - /S-6 S�S t rZ �.c /.6 90 CA, ��ETf-�T.L+►-3. t-�+�'C�. Sri _�G"`T' C�� . zSY2 l�rr��•'� /fir{�2cp �.—50. !� rZ--P!e 6,56 lei /S''pvc er ms 1" II The BozemaK Gareway-MB6-10yr DATE : 8/9/2005 0:00 STORM W,4TER HYBRA ULIC,4NAL YSIS DESIGNED BY:JAU/KDJ MO SON&MAIERLE,INC. Pond ## K/A Basin Description Pre-development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 156575.00 sf Basin Area 3.59 acres Overland Distance 450.00 ft Runoff Coefficient 0.20 per Maidment, D. R.,1993, Handbook of Hydrology, McGraw-Hi Slope 1.60 % Intensity power curve in/hr Duration 120 min. tC 29.38 miff ,Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 0.73 cfs Peak Votume 2128.69 cf The Bozeman Gateway-MB6-10yr DATE : 8/9/2005 0:00 STORM WATER HYDRA ULIC ANALYSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 156575 sf Basin Area 3.59 acres Overland Distance 450.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 2.40 %o Intensity power curve in/hr Duration 120 min. Allowed Release Rate 0.73 cfs Time of concentration 8.56 min Per FAA, USDOT,A/C 150-5320-5b, 1970 0 at tc 6.43 cfs .Peak Volume to be stc 4063.98 cf H:\3638\003\DOCS\Drainage\BG-M B6-10YR.xl s8/9/2005 Flo MORRISON ®® MAIERLE, INC. An Employee-Owned Company The Bozeman Gateway-MB6-10yr ORIFICE SIZING FOR DETENTION POND OUTLET Q=CdA(29H)"2 Engineering Formulas, 5th Edition, Kurt Gieck, 1986 Where: Q = Allowable release rate (cfs) Cd = Discharge Coefficient=0.6 for sharp edge aperture A= Area of Orifice in square feet(sq. ft.) A= 7rd2/4(sf) d = diameter(ft) g = gravity constant=32.2 (ft/s)2 H = Height of Water at Maximum design water elevation in relationship to the orifice elevation Q = 0.73 cfs Cd = 0.6 A= 7rd2/4 sf g = 32.2 (ft/s)z H = 1.5 ft Solve for d: d = 0.397106 ft or d = 4.77 in. ORIFICE DIAMETER SIZE = 4.77 INCHES The Bozeman Gateway MR6-2syr DATE : 8/9/2005 0:00 STORM WATER HYDRAULIC ANALYSIS DESIGNED BY:JAU/IDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 156575 sf Basin Area 3.59 acres Overland Distance 450.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 2.40 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 0.89 cfs Time of concentration 8.56 min Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 7.68 cfs Peak Volume to be stc 4960.29 cf H:\3638\003\DOCS\Drainage\BG-MB6-25YR.xlsB/9/2005 MB6-25yr concrete pipe-15" Worksheet for Circular Channel Project Description Worksheet M136-25yr concrete pipit Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 013000 ft/ft Diameter 15.0 in Discharge 7.68 cfs Results Depth 1.08 ft Flow Area 1.1 ft2 Wetted Perime 2.98 ft Top Width 0.00 ft Critical Depth 1.10 ft Percent Full 86.4 % Critical Slope 0.012730 ft/ft Velocity 6.81 ft/s Velocity Head 0.72 ft Specific Energ, 1.80 ft Froude Numbe 1.05 Maximum Disc 7.92 cfs Discharge Full 7.36 cfs Slope Full 0.014136 ft/ft Flow Type >upercritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb6.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005j 08/09/05 04:31:42 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M136-25yr concrete pipe-18" Worksheet for Circular Channel Project Description Worksheet MB6-25yr concrete pipit Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 005000 ft/ft Diameter 18.0 in Discharge 7.68 cfs Results Depth 1.28 ft Flow Area 1.6 ftz Wetted Perime 3.54 ft Top Width 0.00 ft Critical Depth 1.07 ft Percent Full 85.4 % Critical Slope 0.007200 ft/ft Velocity 4.78 ft/s Velocity Head 0.35 ft Specific Energ, 1.64 ft Froude Numbe 0.68 Maximum Disc 7.99 cfs Discharge Full 7.43 cfs Slope Full 0.005346 ft/ft Flow Type 3ubcritical o. Project Engineer:Morrison-Maierie, Inc. h:\3638\003\dots\drainage\mb6.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:32:49 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M136-25yr pvc pipe-15" Worksheet for Circular Channel Project Description Worksheet MB6-25yr pvc pipirn Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 007500 ft/ft Diameter 15.0 in Discharge 7.68 cfs Results Depth 1.10 ft Flow Area 1.1 ft2 Wetted Perime 3.05 ft Top Width 0.00 ft Critical Depth 1.10 ft Percent Full 88.3 % Critical Slope 0.007532 ft/ft Velocity 6.70 ft/s Velocity Head 0.70 ft Specific Energ, 1.80 ft Froude Numbe 0.99 Maximum Disc 7.82 cfs Discharge Full 7.27 cfs Slope Full 0.008365 ft/ft Flow Type 3ubcritical Project Engineer:Morrison-Maierle.Inc. h:\3638\003\dots\drainage\mb6.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:33:18 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MB6-25yr pvc pipe-18" Worksheet for Circular Channel Project Description Worksheet MB6-25yr pvc pipini Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 004000 ft/ft Diameter 18.0 in Discharge 7.68 cfs Results Depth 1.10 ft Flow Area 1.4 ft' Wetted Perime 3.09 ft Top Width 0.00 ft Critical Depth 1.07 ft Percent Full 73.4 % Critical Slope 0.004261 ft/ft Velocity 5.52 ft/s Velocity Head 0.47 ft Specific Energ, 1.58 ft Froude Numbe 0.95 Maximum Disc 9.29 cfs Discharge Full 8.64 cfs Slope Full 0.003163 ft/ft Flow Type 3ubcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb6.fm2 Morrison-Maierie Inc FlowMaster v7.0[7.0005j 08/09/05 04:33:30 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 11�ORRISOI�T ' PROJECT: BY: DATE PROJ.NO. ®■ MAIERLE,INC. GHK: DATE PAGE: OF ZZ/�z 4caG S-: �Sd /asp S«nt = /• Z�, /�pST �ra LL c•7�-� �5 /S zch e (s"pV& G O� eqyc W'PVe- cG.Lk(�(G . '/UFIi SlC?¢./silCpfSf C A 7 Si Ott 7Jf nS TtF $Tc1L✓�• The Bozeman Gateway 7-1 Oyr DATE : 8/9/2005 0:00 STORM WATER HYDRA IILIC ANALYSIS DESIGNED BY:SAU/I DJ MORRISON&Iyti AIERLE,INC. Pond# N/A Basin Description Pre-development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 209221.00 sf Basin Area 4.80 acres Overland Distance 650.00 ft Runoff Coefficient 0.20 per Maidment, D. R.,1993, Handbook of Hydrology, McGraw-Hi Slope 1.60 % Intensity power curve in/hr Duration 120 min. tc 35.31 mire Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 0.87 cfs Peak Volume 2844.43 cf The Bozeman Gateway-MB 7-1 Oyr DATE : 8/9/2005 0:00 STORM WATER HYDRAULIC ANALYSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 209221 sf Basin Area 4.80 acres Overland Distance 650.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.20 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 0.87 cfs Time of concentration 12.96 min Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 6.70 cfs Peak Volume to be sta 5786.80 cf H:\3638\003\DOCS\Drainage\BG-M B7-10YR.A s8/9/2005 ® MORRISON ®E1 MAIERLE, INC. An Employee-Owned Company The Bozeman Gateway-MB7-10yr ORIFICE SIZING FOR DETENTION POND OUTLET Q=CdA(29H)"2 Engineering Formulas, 5th Edition, Kurt Gieck, 1986 Where: Q= Allowable release rate (cfs) Cd = Discharge Coefficient=0.6 for sharp edge aperture A= Area of Orifice in square feet(sq.ft.) A= 7d2/4(sf) d = diameter(ft) g = gravity constant =32.2 (ft/s)2 H = Height of Water at Maximum design water elevation in relationship to the orifice elevation Q = 0.87 cfs Cd = 0.6 A= 7Td2/4 sf g = 32.2 (ft/s)2 H = 1.5 ft Solve for d: d = 0.433516 ft or d = 5.20 in. ORIFICE DIAMETER SIZE = 5.20 INCHES The Bozeman Gateway-MB 7 25yr DATE : 8/9/2005 0:00 STORM WATER HYDRA ULIC ANALYSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 209221 sf Basin Area 4.80 acres Overland Distance 650.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.20 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 1.06 cfs Time of concentration 12_46 min Per FAA, USDOT, A/C 150-5320-5b, 1970 Q at tc 8.04 cfs Peak Volume to be stc 7075.70 cf H:\3638\003\DOCS\Drainage\B G-MB7-25YR.xlsB/9/2005 MB7-25yr concrete pipe-15" Worksheet for Circular Channel Project Description Worksheet MB7-25yr concrete pipit Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 014000 ft/ft Diameter 15.0 in Discharge 8.04 cfs Results Depth 1.10 ft Flow Area 1.1 ft2 Wetted Perime 3.03 ft Top Width 0.00 ft Critical Depth 1.12 ft Percent Full 87.7 % Critical Slope 0.013727 ft/ft Velocity 7.05 ft/s Velocity Head 0.77 ft Specific Energ, 1.87 ft Froude Numbe 1.06 Maximum Disc 8.22 cfs Discharge Full 7.64 cfs Slope Full 0.015493 ft/ft Flow Type >upercritical i Project Engineer:Morrison-Maierle,Inc. h:\3638\003\does\drainage\mb7.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.00051 08/09/05 04:36:15 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M137-25yr concrete pipe-18" Worksheet for Circular Channel Project Description Worksheet MB7-25yr concrete pipit Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 005500 ft/ft Diameter 18.0 in Discharge 8.04 cfs Results Depth 1.28 ft Flow Area 1.6 ft2 Wetted Perime 3.53 ft Top Width 0.00 ft Critical Depth 1.10 ft Percent Full 85.2 % Critical Slope 0.007459 ft/ft Velocity 5.01 ft/s Velocity Head 0.39 ft Specific Energy 1.67 ft Froude Numbe 0.72 Maximum Disc 8.38 cfs Discharge Full 7.79 cfs Slope Full 0.005859 ft/ft Flow Type 5ubcritical Project Engineer:Morrison-Maierle, Inc. h:\3638\003\dots\drainage\mb7.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:36:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M137-25yr pvc pipe-15" Worksheet for Circular Channel Project Description Worksheet MB7-25yr pvc pipin! Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 008000 ft/ft Diameter 15.0 in Discharge 8.04 cfs Results Depth 1.14 ft Flow Area 1.2 ft2 Wetted Perime 3.17 ft Top Width 0.00 ft Critical Depth 1.12 ft Percent Full 91.1 % Critical Slope 0.008122 ft/ft Velocity 6.85 ft/s Velocity Head 0.73 ft Specific Energ, 1.87 ft Froude Numbe 0.94 Maximum Disc 8.08 cfs Discharge Full 7.51 cfs Slope Full 0.009167 ft/ft Flow Type 3ubcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb7.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:37:13 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MB7-25yr pvc pipe-18" Worksheet for Circular Channel Project Description Worksheet MB7-25yr pvc piping Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 004000 ft/ft Diameter 18.0 in Discharge 8.04 cfs Results Depth 1.15 ft Flow Area 1.4 ftz Wetted Perime 3.19 ft Top Width 0.00 ft Critical Depth 1.10 ft Percent Full 76.4 % Critical Slope 0.004413 ft/ft Velocity 5.55 ft/s Velocity Head 0.48 ft Specific Energ, 1.62 ft Froude Numbs 0.92 Maximum Disc 9.29 cfs Discharge Full 8.64 cfs Slope Full 0.003467 ft/ft Flow Type 3ubcritical Project Engineer:Morrison-Maieree, Inc. h:\3638\003\dots\drainage\mb7.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.00051 08/09/05 04:37:22 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 A (J�� TTT PROJECT: 1v1AIERLEINC,MOPMSON P DATE PROJ.NO. L_ CHK: DATE PAGE: OF Pc,s-r CA ©�2rFrcF Sr�c = �.3 Izep e-o:&��a f s rr PvL e. o.`0 i i The Bozeman Gateway MB8-IOyr DATE : 8/9/2005 0:00 STORM WATER HYDRA ULIC ANALYSIS DESIGNED BY:JAU/IDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Pre-development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 305960.00 sf Basin Area 7.02 acres Overland Distance 650.00 ft Runoff Coefficient 0.20 per Maidment, D. R.,1993, Handbook of Hydrology, McGraw-Hi Slope 1.60 % Intensity power curve in/hr Duration 120 min. tc 35.31 min Per FAA,USDOT,A/C 150-5320-5b, 1970 Q at tc 1.28 cfs Peak Volume 4159.62 cf i The Bozeman Gateway-MR8-10yr DATE : 8/9/2005 0:00 STORM WATER HYDRAULIC ANALYSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 305960 sf Basin Area 7.02 acres Overland Distance 650.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 2.50 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 1.28 cfs Time of concentration 10.14 mi:n Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 11 .46 cfs Peak Volurne to be sto 8462.48 cf H:13638\003\DOCS\Drainage\BG-MBB-10YR.x1 s8/9/2005 00MORRISON ®0AWERLE, INC. An Employee-Owned Company The Bozeman Gateway-MB8-10yr ORIFICE SIZING FOR DETENTION POND OUTLET Q=CdA(29H)"2 Engineering Formulas, 5th Edition, Kurt Gieck, 1986 Where: Q = Allowable release rate (cfs) Cd = Discharge Coefficient=0.6 for sharp edge aperture A= Area of Orifice in square feet(sq.ft.) A= rrd2/4(sf) d = diameter(ft) g = gravity constant= 32.2 (ft/s)2 H = Height of Water at Maximum design water elevation in relationship to the orifice elevation Q = 1.28 cfs Cd = 0.6 A= ad2/4 sf g = 32.2 (ft/s)2 H = 1.5 ft Solve for d: d = 0.525836 ft or d = 6.31 1n. ORIFICE DIAMETER SIZE = 6.31 INCHES The Bozeman Gateway-MB8-2Syr DATE : 8/9/2005 0:00 STORM WATER HYDRAULIC ANALYSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 305960 sf Basin Area 7.02 acres Overland Distance 650.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 2.50 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 1.55 cfs Time of concentration 10.14 min Per FAA, USDOT,A/C 150-5320-5b, 1970 oat tc 13.71 cfs Peak Volume to be stc 10347.34 cf H:%3638\003\DOCS\Drainage\BG-MBB-25YR.xl sB/9/2005 M138-25yr concrete pipe-18" Worksheet for Circular Channel Project Description Worksheet MB8-25yr concrete pipit Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 015000 ft/ft Diameter 18.0 in Discharge 13.71 cfs Results Depth 1.35 ft Flow Area 1.7 ft2 Wetted Perime 3.75 ft Top Width 0.00 ft Critical Depth 1.37 ft Percent Full 90.0 % Critical Slope 0.014824 ft/ft Velocity 8.19 ft/s Velocity Head 1.04 ft Specific Energy 2.39 ft Froude Numbs 1.06 Maximum Disc 13.84 cfs Discharge Full 12.86 cfs Slope Full 0.017037 ft/ft Flow Type >upercritical I Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb8.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:20:40 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MB8-25yr pvc pipe-18" Worksheet for Circular Channel Project Description Worksheet MB8-25yr pvc piping Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 009000 ft/ft Diameter 18.0. in Discharge 13.71 cfs Results Depth 1.33 ft Flow Area 1.7 ft2 Wetted Perime 3.68 ft Top Width 0.00 ft Critical Depth 1.37 ft Percent Full 88.6 % Critical Slope 0.008772 ft/ft Velocity 8.28 ft/s Velocity Head 1.06 ft Specific Energ, 2.39.ft Froude Numbe 1.11 Maximum Disc 13.93 cfs Discharge Full 12.95 cfs Slope Full 0.010081 ft/ft Flow Type supercritical Project Engineer:Morrison-Maierle, Inc. h:\3638\003\dots\drainage\mb8.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:21:17 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MB8-25yr concrete pipe-21" Worksheet for Circular Channel Project Description Worksheet MB8-25yr concrete pipit Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 006500 ft/ft Diameter 21.0 in Discharge 13.71 cfs Results Depth 1.61 ft Flow Area 2.3 ftz Wetted Perime 4.49 ft Top Width 0.00 ft Critical Depth 1.38 ft Percent Full 92.0 % Critical Slope 0.008100 ft/ft Velocity 5.92 ft/s Velocity Head 0.54 ft Specific Energ: 2.16 ft Froude Numbe 0.67 Maximum Disc 13.74 cfs Discharge Full 12.77 cfs Slope Full 0.007487 ft/ft Flow Type 5ubcritical Project Engineer:Morrison-Maierle, Inc. h:\3638\003\dots\drainage\mb8.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005) 08/09/05 04:20:51 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M138-25yr pvc pipe-21" Worksheet for Circular Channel Project Description Worksheet M138-25yr pvc piping Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010. Channel Slope 004000 ft/ft Diameter 21.0 in Discharge 13.71 cis Results Depth 1.54 ft Flow Area 2.2 ft2 Wetted Perime 4.25 ft Top Width 0.00 ft Critical Depth 1.38 ft Percent Full 87.7 % Critical Slope 0.004793 ft/ft Velocity 6.13 ft/s Velocity Head 0.58 ft Specific Energ, 2.12 ft Froude Numbe 0.77 Maximum Disc 14.01 cfs Discharge Full 13.03 cis Slope Full 0.004430 ft/ft Flow Type 3ubcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb8.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:21:28 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 PRO.FCT: Mj 0fHS0 ® BY: DATE PROD.NO. ` EE,INC, CHK: i DATE PAGE: / OF t� i I i i Piz c = o P Szs ( 6 7, ar- h VIcLF�cE Sc�� S.3 fi�� i poc- e- (.Z 70 f8'' PL)c e oA i The oze aK, Gatewa 9-]Oyr DATE :: 3/6/2005 0:00 STORM WATER, HYDRA ULIC ANALYSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Ire-development Storm Frequency 10 yr Storm Duration 2 Cyr Basin Area 229326.00 sf Basin Area 5.26 acres Overland Distance 700.00 ft Runoff Coefficient 0.20 per IMaidment, D.R.,1993, Handbook of Hydrology, McGraw-Hi Slope 1.60 % Intensity power curve in/hr Duration 120 min. 36.6-5 min Per FAA, USDOT,A/C 150-5320-5b,1970 Fattc 0.93 cfs �e 3117.7fi of The Bozeman Gateway-MB9-10yr DATE : 8/8/2005 0:00 STORM WATER HYDRA ULIC ANAL YSIS DESIGNED BY:JAIUIDJ MORRISON&MAIERLLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 229326 sf Basin Area 5.26 acres Overland Distance 650.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 2.00 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 0.93 cfs Time of concentration 10.93 min Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 8.1.9 cfs Peak Volume to be sto 6436.51 cf HA3638\00300CSOrai nage\BG-MB9-10YR.xlsB/8/2005 00MORRISON ®® MMERLE, INC. An Employee-Owned Company The Bozeman Gateway-MB9-10yr ORIFICE SIZING FOR DETENTION POND OUTLET Q=CdA(29H)"2 Engineering Formulas,5th Edition, Kurt Gieck, 1986 Where: Q= Allowable release rate (cfs) Cd= Discharge Coefficient=0.6 for sharp edge aperture A= Area of Orifice in square feet(sq.ft.) A= r"d2/4(sf) d= diameter(ft) g= gravity constant = 32.2 (ft/s)2 H = Height of Water at Maximum design water elevation in relationship to the orifice elevation Q= 0.93 cfs Cd= 0.6 A= 7d2/4 sf g= 32.2 (ft/s)Z H = 1.5 ft Solve for d: d= 0.448215 ft or d = 5.38 in. ORIFICE DIAMETER SIZE = 5.38 INCHES I ne nozeman Gateway-MB9-25yr DATE : 8i8/2005 0:00 STORM WATER HYDRA ULIC ANALYSIS DESIGNED BY:JAU/KDJ MO SON&MAIERLE,INC. Pond # N/A Basin Description Post- development Storm Frequency 25 gar Storm Uuration 2 hr Basin Area 229326 sf Basin Area, 5.26 acres Overland Distance 650.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, handbook of Hydrology, McGraw-Hill Mope 2.00 % intensitly power curve in/hr Duration 120 min. Allowed Release late 1.13 cfs F ncentration 10.93 milt Per FAA, USD®T,A/C 150-5320-5b, 1970 9.81 cfs me to be-stc 7872.&3 of H:\3638\003\DOCS\Drainage\BG-MB9-25YR.xl s8/8/2005 MB9-25yr concrete pipe-15" Worksheet for Circular Channel Project Description Worksheet MB9-25yr concrete pipit Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 020000 ft/ft Diameter 15.0 in Discharge 9.81 cfs Results Depth 1.15 ft Flow Area 1.2 ft2 Wetted Perime 3.22 ft Top Width 0.00 ft Critical Depth 1.18 ft Percent Full 92.3 % Critical Slope 0.019941 ft/ft Velocity 8.29 ft/s Velocity Head 1.07 ft Specific Energ, 2.22 ft Froude Numbe 1.10 Maximum Disc 9.83 cfs Discharge Full 9.14 cfs Slope Full 0.023065 ft/ft Flow Type >upercritical Project Engineer:Morrison-Maierle, Inc. h:\3638\003\docs\drainage\mb9.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/08/05 05:22:55 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M139-25yr pvc pipe-15" Worksheet for Circular Channel Project Description Worksheet MB9-25yr pvc pipirn Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 012000 ft/ft Diameter 15.0 in Discharge 9.81 cfs Results Depth 1.13 ft Flow Area 1.2 ft' Wetted Perime 3.13 ft Top Width 0.00 ft Critical Depth 1.18 ft Percent Full 90.1 % Critical Slope 0.011799 ft/ft Velocity 8.42 ft/s Velocity Head 1.10 ft Specific Energ, 2.23 ft Froude Numbe 1.19 Maximum Disc 9.90 cfs Discharge Full 9.20 cfs Slope Full 0.013648 ft/ft Flow Type supercritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb9.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/08/05 05:23:15 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M139-25yr concrete pipe-18" Worksheet for Circular Channel Project Description Worksheet MB9-25yr concrete pipit Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 008000 ft/ft Diameter 18.0 in Discharge 9.81 cfs Results Depth 1.30 ft Flow Area 1.6 ft2 Wetted Perime 3.59 ft Top Width 0.00 ft Critical Depth 1.21 ft Percent Full 86.6 % Critical Slope 0.009006 ft/ft Velocity 6.03 ft/s Velocity Head 0.57 ft Specific Energ: 1.86 ft Froude Numbe 0.84 Maximum Disc 10.11 cfs Discharge Full 9.39 cfs Slope Full 0.008723 ft/ft Flow Type 3ubcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb9.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/08/05 05:23:04 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M139-25yr pvc pipe-18" Worksheet for Circular Channel Project Description Worksheet MB9-25yr pvc pipin! Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 004500 ft/ft Diameter 18.0 in Discharge 9.81 cfs Results Depth 1.37 ft Flow Area 1.7 ft' Wetted Perime 3.81 ft Top Width 0.00 ft Critical Depth 1.21 ft Percent Full 91.2 % Critical Slope 0.005329 ft/ft Velocity 5.80 ft/s Velocity Head 0.52 ft Specific Energ, 1.89 ft Froude Numbe 0.72 Maximum Disc 9.85 cfs Discharge Full 9.16 cfs Slope Full 1 0.005161 ft/ft Flow Type 5ubcritical Project Engineer:Morrison-Maierle, Inc. h:\3638\003\dots\drainage\mb9.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/08/05 05:23:24 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 PROJECT: ORM M ON � BY: GATE PROJ.NO. MM. MAIERLE,INC. - CHK: DAIS PAGE: � OF I i ds t I!l�T �ZS b•� C-� // rs►,F�t1G� �-ao � i i i I i The Bozeman Gateway 16-10yr DATE : 8/8/2005 0:00 STORM WATER HYDRAULIC ANALYSIS DESIGNED l;Y:JAU/IDJ MORRISON&I IERLE,ENC. Pond # N/A Bash Description Pre-development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 160265.00 sf Basin Area 3.68 acres Overland Distance 650.00 ft Runoff Coefficient 0.20 per Maidrnent, D. R., 1993, Handbook of Hydrology, McGraw-Hi Slope 1.60 % Intensity power curve in/hr Duration 120 min. tC 35.31 man Per FAA,USDOT,A/C 150-5320-5b, 1970 Q at tc 0.67 cfs Peak Vole 2178.85 cf The Bozeman Gateway-MB10-10yr DATE : 8/8/2005 0:00 STORM N', TER HYDRA ULIC ANAL YSIS DESIGNED BY:JAU/IDJ MORRISON&MAIERLE,INC. Pond ## N/A Basin Description Post - development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 160265 sf Basin Area 3.68 acres Overiand Distance 650.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.90 % Intensity power curve in/hr Duration 120 min. Aiiowed, Release Bate 0.67 cfs Time of concentration 11.12 m' Per FAA, US®OT,A/C 150-5320-5b, 1970 Q at tc 5.66 efs Peak Volume to be stc 4432.74 of H:\3638\003\DOCS\DrainagelBG-MB10-10YR As8/812005 ODMORMSON 00MMERLE, INC. An Employee-Owned Company The Bozeman Gateway-MB10-10yr ORIFICE SIZING FOR DETENTION POND OUTLET Q=CdA(29H)"2 Engineering Formulas, 5th Edition, Kurt Gieck, 1986 Where: Q = Allowable release rate (cfs) Cd= Discharge Coefficient=0.6 for sharp edge aperture A= Area of Orifice in square feet(sq.ft.) A= rid 2/4(sf) d = diameter(ft) g = gravity constant=32.2 (ft/S)2 H = Height of Water at Maximum design water elevation in relationship to the orifice elevation Q= 0.67 cfs Cd= 0.6 A= nd2/4 sf g = 32.2 (ft/s)2 H = 1.5ft Solve for d: d = 0.380437 ft or d = 4.57 in. ORIFICE DIAMETER SIZE = 4.57 INCHES The Bozeman Gatewa—MBI4-25yr DATE : 8/8/2005 0:00 STORM WATER HYDRAULIC ANALYSIS DESIGNED BY:JAU/KDJ MO SON&MAIERLE,INC. Pond ## N/A Basin Description Post - development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 160265 sf Basin Area 3.68 acres Overland Distance 650.00 ft Runoff Coefficient 0.80 Per Maidrnent, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.90 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 0.81 cfs Time of.concentration 11.12 min Per FAA, USDOT,A/C 150-5320-5b, 1970 Cat tc 6.78 cfs Peak Volume to be sto 5420.06 of H:13638\003\D0C S1Dra i nage\B G-M B 10-25YR.AsM/2005 M1310-25yr concrete pipe-15" Worksheet for Circular Channel Project Description Worksheet M1310-25yr concrete pipi Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameter 15.0 in Discharge 6.78 cfs Results Depth 1.09 ft Flow Area 1.1 ftz Wetted Perime 3.02 ft Top Width 0.00 ft Critical Depth 1.05 ft Percent Full 87.3 % Critical Slope 0.010630 ft/ft Velocity 5.96 ft/s Velocity Head 0.55 ft Specific Energy 1.64 ft Froude Numbe 0.90 Maximum Disc 6.95 cfs Discharge Full 6.46 cfs Slope Full 0.011017 ft/ft Flow Type 5ubcritical Project Engineer:Morrison-Maierle, Inc. h:\3638\003\dots\drainage\mbl0.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/08/05 05:09:11 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M1310-25yr pvc pipe-15" Worksheet for Circular Channel Project Description Worksheet MB10-25yr pvc pipin Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 006000 ft/ft Diameter 15.0 in Discharge 6.78 cfs Results Depth 1.08 ft Flow Area 1.1 ft2 Wetted Perime 2.98 it Top Width 0.00 ft Critical Depth 1.05 ft Percent Full 86.4 % Critical Slope 0.006290 ft/ft Velocity 6.02 ft/s Velocity Head 0.56 ft Specific Energ, 1.64 ft Froude Numbe 0.92 Maximum Disc 7.00 cfs Discharge Full 6.50 cfs Slope Full 0.006519 ft/ft Flow Type Subcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb10.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/08/05 05:09:17 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M1310-25yr concrete pipe-18" Worksheet for Circular Channel Project Description Worksheet MB10-25yr concrete pipi Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 004000 ft/ft Diameter 18.0 in Discharge 6.78 cfs Results Depth 1.26 ft Flow Area 1.6 ft2 Wetted Perime 3.48 ft Top Width 0.00 ft Critical Depth 1.01 ft Percent Full 84.0 % Critical Slope 0.006639 ft/ft Velocity 4.28 ft/s Velocity Head 0.28 ft Specific Energ, 1.54 ft Froude Numbe 0.63 Maximum Disc 7.15 cfs Discharge Full 6.64 cfs Slope Full 0.004166 ft/ft Flow Type 3ubcritical Project Engineer:Morrison-Maierle, Inc. h:\3638\003\dots\drainage\mbl0.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/08/05 05:09:23 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MB10-25yr pvc pipe-18" Worksheet for Circular Channel Project Description Worksheet MB10-25yr pvc pipin Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 004000 ft/ft Diameter 18.0 in Discharge 6.78 cfs Results Depth 1.00 ft Flow Area 1.3 ft2 Wetted Perime 2.87 ft Top Width 0.00 ft Critical Depth 1.01 ft Percent Full 66.7 % Critical Slope 0.003929 ft/ft Velocity 5.41 ft/s Velocity Head 0.45 ft Specific Energ, 1.46 ft Froude Numbe 1.01 Maximum Disc 9.29 cfs Discharge Full 8.64 cfs Slope Full 0.002465 ft/ft Flow Type supercritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb10.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/08/05 05:09:28 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MORRISON PROJECT: in BY: DAZE PRQI.NO. . MM KMERLE,INC. Q CHK: DALE PAGE: v OF OVER Fu ta�ST= lySG� /7�Zt sc6ps- Pam to = 2.Z:O. Zr" Pcl� � o�cs9� The RozemaK, Gateway 11- 0yr DATE : 8/9/2005 0:00 STORM WATER HYDRA ULIC ANALYSIS RESIGNED BX:JAU[KDJ IVi[OII RISON& MAIERILE,INC. Pond # N/A Basin Description Pre-development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 650854.00 sf Basin Area 14.94 acres Overland Distance 1250.00 ft Runoff Coefficient 0.20 per Maidment, D. R.,1993,Handbook of Hydrology, McGraw-Hi Slope 1.60 % Intensity power curve inihr Duration 120 min. tC 48.97 m1n Per FAA,USDOT,A/C 150-5320-5b, 1970 Q at tc 2.20 cfs Peak Volume 8848.56 cf The Bozeman Gateway-MB11-10yr DATE : 8/9/2005 0:00 STORM WATER HYDRA ULIC ANAL YSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 10 yr Storm Duration 2 hr Basin Area 650854 sf Basin Area 14.94 acres Overland Distance 1250.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.20 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 2.20 cfs Time of concentration 17.97 min Per FAA, USDOT, A/C 150-5320-5b, 1970 Q at tc 16.8 7 cfs Peak Volume to be sto 20155.11 cf H:\3638\003\DOGS\Drainage\BG•MB11-10YRAW9/2005 ® MOR�RISON ®® MAERLE, INC. An Employee-Owned Company The Bozeman Gateway-M 1311-10yr ORIFICE SIZING FOR DETENTION POND OUTLET Q=CdA(29H)112 Engineering Formulas, 5th Edition, Kurt Gieck, 1986 Where: Q = Allowable release rate(cfs) Cd = Discharge Coefficient=0.6 for sharp edge aperture A= Area of Orifice in square feet(sq.ft.) A= nd2/4(sf) d = diameter(ft) g = gravity constant=32.2 (ft/s)2 H = Height of Water at Maximum design water elevation in relationship to the orifice elevation Q = 2.2 cfs Cd = 0.6 A= 77d2/4 sf g = 32.2 (ft/s)2 H = 1.5ft Solve for d: d = 0.689377 ft or d = 8.27 in. ORIFICE DIAMETER SIZE = 8.27 INCHES The Bozeman Gateway-MB11-25yr DATE : 8/9/2005 0:00 STORM WATER HYDRA ULIC ANAL YSIS DESIGNED BY:JAU/KDJ MORRISON&MAIERLE,INC. Pond # N/A Basin Description Post - development Storm Frequency 25 yr Storm Duration 2 hr Basin Area 650854 sf Basin Area 14.94 acres Overland Distance 1250.00 ft Runoff Coefficient 0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill Slope 1.20 % Intensity power curve in/hr Duration 120 min. Allowed Release Rate 2.68 cfs Time of concentration 17.97 min Per FAA, USDOT,A/C 150-5320-5b, 1970 Q at tc 20.32 cfs Peak Volume to be stc 24721.82 cf H:\3638\003\DO C S\Drainage\B G-MB 11-25YR.x1 s8/9/2005 MBI1-25yr concrete pipe-18" Worksheet for Circular Channel Project Description Worksheet MB11-25yr concrete pipi Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 033000 ft/ft Diameter 18.0 in Discharge 20.32 cfs Results Depth 1.35 ft Flow Area 1.7 ft' Wetted Perime 3.74 ft Top Width 0.00 ft Critical Depth 1.47 ft Percent Full 89.8 % Critical Slope 0.033498 ft/ft Velocity 12.15 f Js Velocity Head 2.29 ft Specific Energ, 3.64 ft Froude Numbe 1.58 Maximum Disc 20.53 cfs Discharge Full 19.08 cfs Slope Full 0.037425 ft/ft Flow Type >upercritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mbl 1.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:25:59 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MB11-25yr pvc pipe-18" Worksheet for Circular Channel Project Description Worksheet MB11-25yr pvc pipin Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 020000 ft/ft Diameter 18.0 in Discharge 20.32 cfs Results Depth 1.32 ft Flow Area 1.6 ft2 Wetted Perime 3.64 ft Top Width 0.00 ft Critical Depth 1.47 ft Percent Full 87.7 % Critical Slope 0.019821 ft/ft Velocity 12.37 ft/s Velocity Head 2.38 ft Specific Energ: 3.69 ft Froude Numbe 1.69 Maximum Disc 20.77 cfs Discharge Full 19.31 cfs Slope Full 0.022145 ft/ft Flow Type supercritical Project Engineer:Morrison-Maierle, Inc. h:\3638\003\dots\drainage\mbl 1.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:26:31 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MBII-25yr concrete pipe-21" W/orksheet for Circular Channel Project Description Worksheet M611-25yr concrete pipi Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 015000 ft/ft Diameter 21.0 in Discharge 20.32 cfs Results Depth 1.52 ft Flow Area 2.2 ft2 Wetted Perime 4.21 ft Top Width 0.00 ft Critical Depth 1.61 ft Percent Full 87.0 % Critical Slope 0.014295 fVft Velocity 9.15 ft/s Velocity Head 1.30 ft Specific Energ; 2.82 ft Froude Numbe 1.17 Maximum Disc 20.87 cfs Discharge Full 19.41 cfs Slope Full 0.016448 ft/ft Flow Type supercritical Project Engineer:Morrison-Maierle, Inc. h:\3638\003\dots\drainage\mbl 1.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.00051 08/09/05 04:26:07 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 IM1311-25yr pvc pipe-21" Workshee#for Circular Channel Project Description Worksheet MB11-25yr pvc pipin Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 008500 ft/ft Diameter 21.0 in Discharge 20.32 cfs Results Depth 1.59 ft Flow Area 2.3 ft2 Wetted Perime 4.43 ft Top Width 0.00 ft Critical Depth 1.61 ft Percent Full 91.0 % Critical Slope 0.008459 ft/ft Velocity 8.84 ft/s Velocity Head 1.22 ft Specific Energ- 2.81 ft Froude Numbe 1.03 Maximum Disc 20.43 cfs Discharge Full 18.99 cfs Slope Full 0.009732 ft/ft Flow Type supercritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mbl 1.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:26:39 PM 9 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MB11-25yr concrete pipe-24" Worksheet for Circular Channel Project Description Worksheet MB11-25yr concrete pipi Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 007100 ft/ft Diameter 24.0 in Discharge 20.32 cfs Results Depth 1.80 ft Flow Area 3.0 ft2 Wetted Perime 5.00 ft Top Width 0.00 ft Critical Depth 1.62 ft Percent Full 90.1 % Critical Slope 0.008266 ft/ft Velocity 6.82 ft/s Velocity Head 0.72 ft Specific Energ, 2.52 ft Froude Numbe 0.76 Maximum Disc 20.50 cfs Discharge Full 19.06 cfs Slope Full 0.008069 ft/ft Flow Type 3ubcritical I Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mbl 1.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:26:18 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 M1311-25yr pvc pipe-24" Worksheet for Circular Channel Project Description Worksheet MB11-25yr pvc pipin Flow Element Circular Channel Method Manning's Fom ula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Channel Slope 004200 ft/ft Diameter 24.0 in Discharge 20.32 cfs Resu Its Depth 1.80 ft Flow Area 3.0 ft2 Wetted Perime 5.00 ft Top Width 0.00 ft Critical Depth 1.62 ft Percent Full 90.1 % Critical Slope 0.004891 ft/ft Velocity 6.82 ft/s Velocity Head 0.72 ft Specific Energ: 2.52 ft Froude Numbe 0.76 Maximum Disc 20.50 cfs Discharge Full 19.06 cfs Slope Full 0.004775 ft/ft Flow Type 5ubcritical Project Engineer:Morrison-Maierle,Inc. h:\3638\003\dots\drainage\mb11.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/09/05 04:26:49 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1