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HomeMy WebLinkAbout02 - Flood Hazard Assessment - Baxter Creekn n .^sees/'ssss. 0 ENGINEERING SERVICES. IMC. February 4, 2002 Bob Murray, Project Engineer City ofBozeman Engineering Department PO Box 1230 Bozeman, MT 59771 RE: Laurel Glen Subdivision Flood Hazard Assessment - Baxter Creek Dear Bob: This letter provides our assessment of the flood hazard for Baxter Creek in the proposed Laurel Glen Development. The proposed development is a 156.96-acre site located on the north side of Durston Road approximately 1300 feet west of the intersection ofDurston Road and Cottonwood Road. The proposed residential and commercial subdivision will be constructed in four phases. The proposed development will consist of a variety ofbuildable lots for single and multi-family use. The commercial area is proposed for Neighborhood Service area Bl zoning. The proposed subdivision will also incorporate open spaces and park areas. Please refer to the Figure One zone map for lot locations and area breakdown per zoning classification. Field Work Allied Engineering Services, Inc. surveyed cross-sections of the creeks in September, October and November of 2001 using survey grade Global Positioning System (GPS) equipment. Figure Two shows the location of these sections. Additionally, the culvert conveying Baxter Creek across Huffine Lane was surveyed. City ofBozeman BM #717, the northwest bonnet bolt on fire hydrant, (elevation 4793.18) located northeast of the intersection of West Babcock and North Ferguson is the elevation benchmark for the project. Hydrology The historical drainage basin for Baxter Creek is shown overlaid upon a United States Geological Survey (USGS) topographic map in Figure Three. The historical drainage area for Baxter Creek is approximately 2.0 mi2 upstream of the project site. Drainage patterns for the Baxter Creek basin are complex and highly modified from natural conditions. 32 Discovery Drive •» Bozemaji, MT 59718 * (406)582-0221 * Fax (406) 582-5770 c 0N Laurel Glen Zone Map City of Bozeman -77/a 7 BWER, NWK SECTION 4 VESTA FERN NELSON MARY CA THERINE ANOERSON (MARIE C. BAXTER LIFE ESTA TEj ZONED AS F r F^SWy^WK SECTION 4 RICHARD G. NOLLMEYER. TRUSTEE ZONED AS ^ si^ !!9 NE'/S SECTION 4 VESTA FERN NELSON MARY CA THERINEANOERSON fMARIE C. BAXTER LIFE ESTA TE) ZONED AS I ' ' . j.' j—ww^; •-,,„„.„ - •— „„- , •:-i;-i -VTB'T-. N BS'IS'lt" E (M) I 2657.21' (M) PROPERFr' BOUNDARY OAK STREET If^K^l £!^VM%SM% SECTION 4 RICHARD S. NOLLMEYER, TRUSTEE ZONED AS ^^ I§ TRACT 1.C.O.S. 1SS1 20.52AC. AijWD.FULTOH ZONED AS ^ ^ ^ •^ ^ ^ ^^.0 7asf, ^ ^ gE®..?^3a"!6;! viZONE-i.-Ra^ m Ri m -^r IS m ANNIESTREET ^• A ^ <a % •V ^ ^ 0 m ^ as i % ^ -p 0^ -0 -p ^ ^ ^ ^s ^ /// ^ r :%s n 200 LEGEND XS LOCATION 0 BRUSH CENTERLINE OF BAXTER CREEK F! 3 ^iZ.Ct.OO N 0 0 0 0 0 0 0 r^l 0 0 H cn w M rt ^ CO. M ^: iSS z <; \ ,00~DOt / 0 00 0 0 Csl 0 r--)^- ^t- r^0 ro ^ U-) 00 0 0 ^t-_0 H H 0 0 ^; CM cn in H ^ 1^1 ^- m 0 ^ 0 ,< r^- 0 r / CREEX 1[ s ^ 0 Q ^ ^ in t£) ^ 0 0 < in ^ \ 0 in z 0 0 0 0 0 -^E2LSJZ3TI:^E':.ZZJ:^=..-^^^^^ ;.^.^^«,-—^.»,.-^^ 1^ 7 '•%l::ii.:'-.'l':tN'"c°=as' .'i!/ ¥.1 \ I"~ ^ •'1^:..'\. I '.11 ' r7r~^--~~~~-"^^-Y;T=^'"E—:^^^ $<^="-fc=T—=ai;', ^"',.::..... ......--.^T^^Qi^?t'='\. ^^:;^J_^"-='r''r':-7;j "\ ^! m ?- --11 1- S snjj ; 4 -^ z •} -I -I I. -i / i ft^^^fcy?:hA..- /-!i—^'( -----+fc-^--^:rtI^^i^sK-.^'r^^^ -\- \- :~r&^ :- ^^:!' -L^~"~^^—-^ t '^.11 •r i.--.—-,:..^.. ;!/ '!.. SiN I: i' ; L.^l-...^—^,..,.ii'"^.;.^,.^.^.Ji:^^^-:"T7~~"._.,."3:,.?4£———, ....-.-_..,?...l_...,..i_...........,...-.-...-._..,..y 4.-.-.C .ll j ll:inT:z_ ••»- i>~. i!-. -^% ••;- s' J! .^ \ ^ r3 11. !M K I -s ^ I. ^ t^ s ; ^•;=^..==.^==^^,^.^^ 1 -^ ^r ' ^ —^...1^. _sh___. __^rLJ_ ^ 3 R!t^ — {==^ / & ^1 ^ ^ \i~ 3 td 7^-==s ••. ==3==m:w:?:=s 7tWf3 3 1 =J 1^® -i Sl ^ =====nT3 •a ! .W .1 % •I...; ; :0 p>i % ?" ^ \ s Q- \- % ^§1 M-.S5= ^i. ^ Q^i r* •% rt S.I ^Jl :i............ -^ ^' "1 -7I1 I ^ Ht c>- a- ^'———^J ^1 5 •:? ! v ^"••"--j ^ ^ -.—..—i! t '^^' ! ^ ^\ L ^ I ^<1 •fe*—'— —y- ^ @jS Qa p EC fcSS: i.. ^»2=£y; ^_ _ _ ^.^ ,»^ -.' FLANDERS MILL ROAD i--.'^: ^ ill '^ 4 Bob Murray February 4, 2002 n n Project 00-185 r. Fanners Canal collects drainage from the south as it traverses northeast across the valley from its Gallatin River intake to Bozeman. Through slide gates located on the canal, the Farmers Canal Company can discharge water to the Baxter Creek drainage. Furthennore, ponds, culvert crossings, ditches, roads, and other obstructions have significantly altered the historical drainage network for the basins. Refer to Figure Four for an annotated aerial photo showing some of the features of the basins. Three different hydrologic methods were used to estimate historical runoff. The methods used are: Rational, SCS TR-55, and the USGS regressions equations given in Water-Resources Investigations Report 92-4048 (Omang, 1992). The applicability of each of these methods depends upon drainage area and other factors. For example, the USGS regression equations do not consider average slope of the basin, and therefore would tend to overestimate peak flows for relatively flat basins (which these are). The standard errors of prediction of the USGS regression equations range from 22 to 128 percent. Both the Rational method and SCS method require time of concentration (tc) as an input. The 'time of concentration, tc was estimated using Manning's kinematic solution along with Manning's equation for open channel flow. Development in the basins both increases and decreases the time of concentration as compared to the pre-development condition. Tc is decreased by clearing brush, paving, drainage ditches, etc., and increased by detention from roads, ponds and other obstructions. A detailed analysis accounting for detention and ditches is beyond the scope of this project. The Rational method requires the rainfall intensity to correspond to a duration equal to tc. The required intensity value was estimated from the Intensity-Duration-Frequency (IDF) equations given on Figure 23 of the Bozeman Stormwater Master Plan (1982). Characteristics of the drainage basin are provided in Table 1. ID Area (acres) Curve Number Rational c Tc (Hours) Baxter Creek Basin 1263 74 0.3 3.2 Baxter Creek Basin Huffine - South of 700 74 0.3 2.5 Table 1. Drainage Basin Characteristics. L For analyzing historical flows, the SCS method is selected as it best takes into account the various local variables that effect runoff. The default SCS rainfall distribution for Montana is Type II. Based on the criteria in section 7.20.3 of the MDT Hydraulics manual, an SCS Type I distribution was detennined to be more appropriate for use in Bozeman. Allied Engineering Services, Inc. Page 5 ni -sa "-3SI •—EfE 5S % K-^ m s SBSBBsSOga ^ 9 W£S ES »• as w ^ m °% wm m »s •£v m t I m.Bae? as sss. m vs wws se sa S2S.- ^ :^ sS S Pi XSSI '^s. ie® -isea m& m m, m fK' SE ^i 9 m m -iiBs vm g m. <- s m i s® 2SS -I. ® •a. fS I a & ss ^•'' 1^ %s'- -® iS» i^ ggj °1 S8 3 asaasgi s^ •^ 38^. m s sSS ^ ^i Sii m ••w m ^1 ^ FSd -s m m Me" ^ lsi s:^ °. m IS E-feBg m 's' s jg ss s« m —r-f ^3 ^ m m ^ WM :-w ^^g i% mss ^ -—s f& s m & a^ s ^m a i e BIB ^? Sfi m & s 5.%% B •S3 Sg Ea .« ^ K 1 MB ^ •ass S9 ¥£,i 3 SSa Wf a a ^ s ^^ ws s !;X N m m SK s i @N8 tt® E^ § a m I '3 s 5 e m m -«^ m i § SS* sl i^ m I »: sv S ^ aa sm Bob Murray Febmary4, 2002 \ Project: 00-185 r ( ) u This is based on the ratio of the local six and twenty-four hour precipitation values given in the NOAA atlas. The peak flows predicted by the Rational Method are significantly higher, particularly for frequent storm events. One reason is that the Rational method does not account for infiltration in a way that would differentiate the increased percentage of infiltration that occurs for smaller (more frequent) storm events. For example, for a given basin, there is some threshold storm event for which smaller storms will yield practically no mnoff. This is modeled by an initial abstraction in the SCS method but is not predicted by the rational method. In summary, it is our opinion that the SCS method is the most applicable for estimating historical "mn on" flows from the upstream basin. Results of the hydrologic modeling are provided in Table Two. Appendix A contains design notes and information used for the hydrologic analysis. Note that the computer program Culvert Master was used to calculate the SCS and Rational method given the following inputs: 1) SCS - basin area, SCS rainfall type I, time of concentration, curve number = 74, and the 100-year 24- hour precipitation depth (from NOAA) = 2.8 inches; 2) Rational - basin area, C coefficient, IDF data from the City ofBozeman Storm. Water Master Plan, time of concentration, and a 100-year return period. In detennining the curve number for the SCS method, we assumed a pasture cover type in good hydrologic condition and a hydrologic soil group C (see Appendix C for soils infomiation). ID USGS (cfs) Rational (cfs) scs (cfs) Baxter Creek Basin 422 177 129 Baxter Creek Basin Huffine - South of 82 Table 2. Base Flood (100-year) values for different Hydrologic Methods. We also looked at the possibility of increased peak flows during a 100-year stomi event higher than those calculated using standard hydrologic methods (SCS) due to the altered characteristics of the basin. Specifically, we investigated the possibility of higher peak flows occurring due to Farmers Canal discharging water into the basin, say by an overtopping or breaching of the canal bank. While we are unsure of how much flow Farmers Canal could discharge into the basin, we decided to look at the capacity of the culvert which conveys Baxter Creek under Huffine Lane. We obtained the hydrologic analysis (see Appendix B) done by the Montana Department of Transportation (MDT) in 1994 for the Huffine Lane rebuild project. In their hydrologic analysis for the culvert design, MDT calculated the following: Base Flood (100-year) at culvert = 90 cfs Overtopping Flood (overtops basin divide located approximately 320 feet to the west) == 122 cfs with a frequency of < 0.2% (greater than 500 years) Allied Engmeering Services, Inc. Page? Bob Murray Febmary 4, 2002 Project: 00-185 Fl Headwater at Overtopping =5.3 feet Channel capacity = 65 cfs Design Culvert: 54" CMP We field verified a 54" CMP culvert in place with the following characteristics: Length =139 feet Invert Elevation In = 4846.02 feet Invert Elevation Out =: 4843.72 feet Using the computer program Culvert Master by Haestad Methods, we calculated a headwater depth of 5.4 feet at a flow of 122 cfs which closely matches the overtopping analysis done by MDT. Using the SCS method we also calculated a 100-year base flood of 82 cfs at the culvert which is reasonably close to the base flood flow of 90 cfs calculated by MDT. This number (82 cfs) was used to estimate the proportion of the flow generated by the basin upstream ofHuffme and downstream ofHuffine. Considering the possibility of additional flow from Farmers Canal, a base flood of 169 cfs at the project site was used for our hydraulic analysis. We arrived at this by adding the overtopping flow of 122 cfs conveyed under Huffine Lane to the flow contribution north ofHuffine Lane, 47 cfs (129 cfs for entire basin - 82 cfs at Huffme culvert = 47 cfs). Hydraulics Water surface profiles for the proposed development were estimated using the U.S. Army Corp of Engineers' HEC-RAS River Analysis System computer Program, Version 3.0.1 (March, 2001). The geometry used in the model assumes post-development conditions which include the following: Five roads crossing Baxter Creek as shown in Figure One. Culverts extend 15 feet beyond the road right of way. The following right of way widths were assumed: o Oak Street: 120 feet o Glen Ellen Drive: 60 feet o Annie Street: 74 feet o Glenwood Drive: 60 feet o DurstoiiRoad: 120 feet Removal of the existing pond and outlet structure located on the south end of the project and constmction/restoration of the stream channel in this area. u Allied Engineering Services, Inc. Page 8 Bob Murray Febmary4, 2002 r", Project: 00-185 r\ The channel portion of the cross sections at the upstream and downstream end of the culverts were interpolated from the field surveyed sections while the overbank portion of the sections was taken from the topographic surface generated from the field survey. Cross sections 40, 420, 540, 1110, 1330, and 1340 were interpolated entirely from surveyed field data. The selection of Manning's n values was based on Table 5-6 on page 112 of Chow's text Open-Channel Hydraulics (Chow, 1959). The following n values were used: • Channel = 0.04 Overbank (high grass) = 0.045 Overbank (bnish) =0.09 Overbank (intermittent brush) 0.06 Concrete Pipe =0.013 The model was run in the mixed flow regime with starting conditions at the downstream and upstream end of the model set at normal depth with slopes of 0.0075 and 0.02 ft/ft, respectively. A mixed flow regime was used because both supercritical (in and downstream of the culverts) and subcritical flow occur in the model. As discussed in the hydrology section of this report, a base flood of 169 cfs was used in the model. To account for possible future development outside of the stream corridor, encroachment method number one was run in HEC-RAS with encroachments set at the stream corridor boundary (i.e. at the property boundary between the stream corridor and adjacent private/park lands). As shown in Figure Five, the un-encroached base flood only goes outside the stream corridor significantly in the backwater areas upstream of culverts. There was no significant difference between the water surface elevation of the encroached and un-encroached models. The data for the encroached and un-encroached runs is provided in Appendix D. Reinforced concrete pipe (RCP) culverts were used in the model as they are required by the City ofBozeman (page 47 of City ofBozeman Design Standards and Specifications Policy, 2001). To evaluate backwater upstream of road crossings, we modeled three culvert configurations for the road crossings: 1. Two 48-inch RCP culverts 2. Two 58.5 x 36 inch reinforced concrete pipe arch (RCPA) culverts 3. One 88 x 54 inch RCPA culvert In determining the floodplain elevations for our study, we checked the above three options for each crossings and used the option that resulted in the highest water surface upstream of each crossing. We chose not to consider more than two culvert barrels to avoid the need to widen the stream bed (generally 8 to 18 feet from bottom of bank to bottom of bank). Of course larger culverts would also be acceptable but would cost more. AUied Engmeenng Services, Inc. Page 9 EXISTING GROUND CONTOUR 5-FOOT INTERVAL LEGEND 200 z CROSS SECTION LOCATION BRUSH FLOODPLAIN BOUNDARY BASE FLOOD CONTOUR EXISTING GROUND CONTOUR r 1-FOOT INTERVAL CENTERLINE OF BAXTER CREEK 4-760 PROPOSED LOT LINE •g^x.. %riSfi«- <:: 0. 0 0 0 0: t. S 0 ! 00 c^. r^ rp; 0 0-~ ^ <.,.,h^ •-.,.. E-. /\ -„-;^/<— „„- •:: ^ EWE:\ cn .s A\. ^ E w S I: - ^ ji:co ""N^ ^ > ^:-IA ^ • •A'_.Q) 0""'s-:-; 0 ^ ^'.^^ I ^-1- \ f^'^A ^ ^A' ^ >-: ^ 4768 \ (w ^ ti 0 ^\. \ % /-— 0 ^v^^ ^t ^ ^ y .' 7 •/•yo Q/'^ j i,.y- ,/ y [^«,.^"ri< .lllfc-.-'-" Q; 0 <'l:|^d--.o^ f^'^'VIIIV" :">"j !i^i;'i : I'. I: 0 IH co MS 0 0 »iB ! | g' LO CTl m ^- ;l! ^'6'. Ll, 0' 0 1^ I (5' K r ^ ^ssssaiisewss&s!:!-. f.^M.xsw-^^Wi^s^wiKi.fess^ss.'^ 10 •^.' •-. -t> -•^2srf y, ^ y i J(> Q) '-A 7 <yj'. y CP (^ /\ <0 / L-^: 7 / <u-y ^ 5fe.i (^ CP <3 ^ ^-^ 0 \w^/^- ....'-• •\ ^ ^ w v <b ..-:3^ ^ ty- ^ in ^ ^ J.. t0 Bob Murray February 4, 2002 Project: 00-185 The existing culvert at Durston Road is a 48-inch corrugated metal pipe (CMP). We also evaluated the culvert crossings in HEC-RAS using one 48-inch RCP culvert to match the size of the existing culvert at Durston Road. Using one 48-inch RCP culvert at the road crossings increased the backwater approximately one to two feet compared to the culvert configurations listed above. Figure Five shows a plan view of the site with the un-encroached base flood boundary and un- encroached base flood contours. Note that the flood elevations in Figure Five are the maximum of the three water surface elevations calculated for the three above listed culvert configurations. Appendix D contains summary printouts from the HEC-RAS program. In the HEC-RAS output, profile one refers to the un-encroached geometry and profile two refers to the encroached geometry. Unfortunately, there is no historical data (flows and flood elevations) to calibrate the model for high flow. If data existed to calibrate the model, the Manning's n values could possibly change. Increasing Manning's n values would increase the base flood elevation. We believe the Manning's n values used in our model are reasonable. Recommendations We recommend installing one of the following culvert configurations at the five roadway crossings: 1. Two 48-inch RCP culverts 2. Two 58.5 x 36 inch reinforced concrete pipe arch (RCPA) culverts 3. One 88 x 54 inch RCPA culvert With the exception of road crossings, we also reconmiend keeping the stream corridor in a nahiral condition free firom obstruction (e.g. buildings and constructed fill other than road crossings). Although no floodplain is officially designated for Baxter Creek within the subdivision area, all floodplain regulations contained in the City of Bozeman Zoning Ordinance should be followed. For residential structures within the floDdplain, section 1.8.44.27Q.C of the City of BQzemaii Zoning Ordinance states that "The New construction, alterations, and substantial improvements of residential stmctures including manufactured homes must be constmcted on suitable fill such that the lowest floor elevation (including basement) is two feet or more above the base flood elevation. The suitable fill shall be at an elevation no lower than the base flood elevation and shall extend for at least fifteen feet, at that elevation, beyond the stmcture(s) in all directions." Section 18.44.270.D goes on to say, "The new construction, alteration, and substantial improvement of commercial and industrial structures can be constructed on suitable fill as Allied Engineering Services, Inc. Page 11 Bob Murray Febmary 4, 2002 r n Project: 00-185 specified in subsection C of this section. If not constructed on fill, commercial and industrial structures must be adequately flood proofed to an elevation no lower than two feet above the base flood elevation." At a minimum, we recommend that structures adjacent to the stream corridor regardless of whether they are in the base flood area (see Figure 4) be constructed as outlined above and in the zoning ordinance. Please give us a call if you have any questions or require additional information. Sincerely, Allied Engineering Services, Inc. /^ il-^^j Paul J. Sanford;PE ^' Civil Engineer Dougla^ S. Chandler, PhD, PE Principal enc: Copy of Letter from Craig E. Brawner, P.E., Foraier City Engineer Appendix A - Hydrology Notes USGS Method Rational Method SCS Method Appendix B - MDT Hydrologic Analysis for culvert conveying Baxter Creek under Huffme Lane Appendix C - NRCS Soils Information Appendix D - HEC-RAS Output Summary of Calculated Results Profile View Cross Sections ec: Chuck Hinesley S:\Projects\2000\00-185 Laurel Glen Sub\Hydrology-Hydraulics\Flood Hazard Report.doc Allied Engineering Services, Inc. Page 12 Bob Murray Febmary 4, 2002 /^. Project: 00-185 REFERENCES Army Corps of Engineers, (1997). "HEC-RAS River Analysis System - Hydraulic Reference Manual". Davis, California. Chow, V.T., (1959). "Open -Channel Hydraulics ". McGraw-Hill, Lie., New York, New York. Omang, R.J., (1992). "Analysis of the Magnitude and Frequency of Floods and the Peak-Flow Gaging Network in Montana: U.S. Geological Survey Water-Resources Investigations Report 92-4048". Thomas, Dean & Hoskins, Inc., (1982). "Bozeman Stormwater M.aster Plan for the City of Bozeman, Montana ". AUied Engineering Services, Inc. Page 13 ^ ''•» ?u ^ p m^ ^ ).~^ THE CITlr OF BOZEMAN 20 E. OLIVE » P.O. BOX 1230 BOZEMAN, MONTANA 59771-1230 ENGINEERING DEPARTMENT PHONE: (406) 582-2380 • FAX: (406) 582-2363 n Paul J. Sanford, P.E. Allied Engineering Services, Inc. 32 Discovery Drive Bozeman, MT 59718 Re: Laurel Glen Subdivision Flood Hazard Evaluation Dear Paul; As we recently discussed on the telephone, Baxter Creek's historical drainage basin up gradient of the subject property is indeed less than the 25 square mile threshold referenced in our subdivision code. However, the Farmers Canal collects drainage from a very large portion of the up gradient Gallatin Valley between Bozeman and it's Gallatin River in take. Baxter Creek is routinely used by the Farmers Canal Company during flood events as a "blow-off" drainage for significant runoff flows it recieves. Thus, the effective drainage for Baxter Creek can be significant and it is therefore important that the hydraulic and topographical characteristics of the subject site be assessed and addressed in the development of the subject site. As such, please expect that City Staff will ask that the hydraulic profile and limits of impact of a 100 year equivalent event be provided with the subdivision submittal. Pursuant to the City's Subdivision Code and in that the lay-out of lots and other improvements may be impacted by the flood limits of impact, the assessment needs to be completed and provided with the preliminary plat submittal. Please contact me if you have any other questions. Sincer.e.Ly, /z^? ..•-'u^ Cr-^ig E. Brawner, P.E. City Engineer ec: Planning Department Project File ERF HOME OF MONTANA STATE UNIVERSITY GATEWAY TO YELLOWSTONE PARK n n 0 (") u 0 n n rdr^ ( n n 0 (:') u n n r' ^- ^ BAXTER National Flood Frequency Program ———————— Flood Peak Discharges, in cubic feet per second Date: 10/22/2001 15:05 Basin: Baxter Creek, Montana Consult the log file for the input data. Recurrence Interval, years 2 5 10 25 50 100 500 Rural 16 57 107 196 294 422 842 0 Page 1 r Nationwide Summary of U.S. Geological Survey Regional Regression Equations for Estimating Magnitude and Frequency of Floods for Ungaged Sites, 1993 Compiled By IVi.E. Jennings, W.O. Thomas, Jr., and H.C. Riggs U.S. GEOLOGICAL SURVEY Water-Resources Investigations Report 94-4002 -^. MT OF % ^ !.( ^ '^ @ '& s 5 3 a © K ecu 3 \6 Prepared in cooperation with the FEDERAL HIGHWAY ADMINISTRATION and the FEDERAL EMERGENCY MANAGEMENT AGENCY u Reston, Virginia 1994 n \ / ^^ 0 r 0 r u I 5 ^ is y- i y- a- j a. " 1:S ^ iu T5 cJ nco ^1 H oo S °0 .c -^•^ ..1 ro ^cs~ g '-s c m 0 w j ® 0 g s —I II s^ 0 0 s in . 0'd- § 1_] '(lli I'I ^ ^ [s \-s \s_. t§l CM is hS 1 n o co LO co o <n in no cn in n ocb in cocoh-r^-r^-r^cocDco r^^-h-^r^-i^i^-t^^-^-r^-t^-N-h-^. ^•^t'^fst-t-cl-^l-^-^t-^l-^t-tt^i-'t'ii-^t- (y) uoffeAa|3 0 J t; < 's Q- " i K. sl £ n 0 0 68 0 125 0 49 >^ } ~!^ i: r — ITi-^ ^ •ll ^-;-;-A r^i V;>J^^ il\. -L^ »1_ —r-r—r -;- •^-\-\^ ^ .^ / --! -!-^ :^! '-r-r-:--^- i--\- -:--! ^ '--> -T-r-r -;-: I- -;--!-m. ^ ;-l- ^ y-L / \ -J- '-^-~-)-r-r-;!-- T+-! -:--:- ^:-:- -r ^ ^:- S--r -!-:--'- _k- -;- / J-^ .:^-"^ ^r -I r-f- --1- -r t-r J -f-i- ~-:-^-r-!- '_! —!-!-( < -^ -r ^ --- -I r :—!-+-!- ±t3 ----i "s: - -^ T-'rT +-. -:-,^—-h -^r"-; 4- \ --:- t-i- -I -^7 !^+-+^ "-!-!, r!J—!- t-^ -'--!- ^i-'r ''-^ I--!- 6 ->- —-1—,L+f-r- ^ .;-1"" -I .:l-!-! ^ -!--!--^-!--!—; -'I--:-- ^-',- -I- !-!-!- :--? .< -I--!--!-; -i-;- 7-:--;- -!--(- T -I-!- -,s" -:-^-!; -;- •^-:: ,\ 4 ^!- -!- Vi- »L <-I-1- -!--;- -!--!--!- g _1 -I--!- <1 r -!- -\-^ ^-+^\ t-^- f-^= _1 :!-' m -T-'!-- 'T-! 'r-r. -t J_ -'r -;--!--y -!- ^ -r-r --r--*-- ^^ •\-r -!--!- L -!- ^ -r -i7"- -I -I- -;-T+-:--:- "A-! -- 1- ^:- 1- -!- -!- -!- -r -!- -[- ^ ^ -!--!-" -:-!-!- -I- r-!-V'- I- 32 0 -:- •-?-!-"-;- -!-"+-!- --r '^,k-. -^ T r '-L 0 "-r-;^ -!- -I- - -:- -!- -!- -!- n SSiSiSiSiiiiiSI^ffl81iiSff'IBifiilii%^^^^^^ ^ iiWmws& ^^'^'••K'^:.^'''.'^''^i.^iM--^' '/:"'"-;11"''1:.;1.-:'1''..'"^;:':;''1;^: -;:? •:: ;":-y,;.'^'.;-':'':.;?':s m^m ^Wx^^mj^ tW-^ .:^M'.'...1-^?; 'l:'s '••^tsM ^?;'WHWffii^-.':;; s'';.:1-:' •e:.^. B?5::BBS888i fe-:^: STATEWIDE RURAL Summary Montana is divided into eight hydrologic regions (fig. 1). The regression equations developed for these regions are for estimating peak discharges (QT) having recurrence intervals T that range from 2 to 500 years. The explanatory basin variables used in the equations are drainage area (A), in square miles; mean annual precipitation (P), in inches; basin high elevation index (HE+10), which is the percentage of the total basin area above 6000 feet, plus 10; and mean basin elevation (E), in feet, divided by 1000 (E/1000). The constant 10 is added to HE and E is divided by 1000 in the computer application of the regression equation. The user should enter the actual values of HE and E. The variable P is taken from a map developed by the U.S. Soil Conser- vation Service (1980). The other variables can be mea- sured from topographic maps. The regression equations were developed from peak-discharge records available as of 1988 for 476 stations in Montana and 46 stations in adjacent states and Canada. The regression equations apply to unregulated streams having a drain- age area ranging from 0.04 to 2,554 square miles, but are not valid where unique topographic or geologic fea- tares affect floods. The standard errors of prediction of. the equations range from 22 to 128 percent. The report by Omang (1992) includes graphs of flood characteris- tics along seven major streams, and a table showing basin and flood characteristics and maximum floods of record at gaging stations. Procedure Topographic maps, the hydrologic regions map (fig. 1), the mean annual precipitation map in U.S. Soil Conservation Service (1980), and the following equa- tions are used to estimate the needed peak discharges QT, in cubic feet per second, having selected recur- rence inter/aJ.s T. Northwest-Foothiils Region Q2 = 0.653A0'49 (E/1000)2-60 Q5 = 3.70A0-48 (E/1000)2'22 Q10 = 8.30AO'47(E/1000)2'10 Q25 = 20.3A°-46(E/1000)L95 Q50 = 47.7A°'47(E/1000)L62 Q100= 79.8A°-48(E/1000)L4° Q500= 344A0'50 (E/IOOO)0'98 West Region Q2 =0.042A°-94PL49 Q5 =0.140AO-90PL31 Q10 = 0.235A°-89PL25 Q25 = 0.379Aa87P1-19 Q50 = 0.496A°'86PL17 Q100=0.615A°-85P1'15 Q500=0.874Aa83PL14 Northwest Region Q2 = 0.266Aa94PU2 Q5 = 2.34Aa87P°-75 QIC = 7.84Aa84P°-54 Q25 =23.1Aa81P°-40 Q50 = 25.4A°-79P0-46 Q100=38.9A°-74P0-50 Q500=87.1A°'67P0-49 Southwest Region Q2 = 2.48A°-87(HE+10)-0'19 Q5 = 24,8A°'82(HE+10)-a16 Q10 = 81.5Aa78(HE+10)-°'32 Q25 = 297A°-72(HE+10)-°-49 Q50 = 695AO'70(HE+10)-°-62 Q 100= 1,523A°-68(HE+10)-0'74 Q500= 7,460Aa64(HE+10)-°-99 Upper Yellowstone-Central Mountain Region Q2 = 0.177A°'85(E/1000)3-57(HE+10)-0'57 Q5 = 0.960AO-79(E/1000)3-44(HE+10)-°-82 Q10 = 2.71A°-77(E/1000)3-36(HE+10)-°-94 Q25 = 8.54AO'74(E/1000)3-16(HE+10)-L03 Q50 = 19.0Aa72(E/1000)2-95(HE+10)-L05 Q100= 41.6 Aa70(E/1000)2-72(HE+10)-L07 Q500=205A°'65(E/1000)2-17(HE+10)-L07 Reference Omang, R.J., 1992, Analysis of the magnitude and frequency of floods and the peak-flow gaging network in Mon- tana: U.S. Geological Survey Water-Resources Investi- gations Report 92-4048, 70 p. 102 Nationwide Summary of U.S, Geological Survey Regional Regression Equations for Estimating Magnitude and Frequency of Floods for Ungaged Sites, 1993 n ne 0 104 49 °4; T;-49 ^.^ - !- ^- :1 0 ^ e -d-;!- \ ^ ^ ^ ^: e^^ayF\la s v .1 a^ ^-^ 71 ^ \- I •^ ^ -7 \^>^ ^ ^ *> -I- ^ ^ -!- x ?t? -!- L IL V. n ^tr <^ h- 1 r a '^11^. -^ —f •^- -lr / '( :- ^ ^ 1*\ < ^ 'u 46 115 0 50 J. 100 MILES 0 1T 50 100 KILOMETERS Digital base from U.S, Geological Surrey 1:2,000,000 , 1970 Alters equal-area projection based on standard parallels 29.5 and 45.5 degrees EXPLANATION Regional boundary West Region Figure 1. Flood-frequency region map for Montana. MONTANA 103 n n 0 n g ° I g 6 i s - 0 s Is I i 0 " ? s a i ^ ^ g 6 11 g ° Is I 0 i. is ; i 2 s j 2 d li II co && j p~ I j 0 2 ^ •5 . I I I I ? I p ^ s £ II .1^1 Ill I ^ ^ I S S 3 61- 11 s CN"°sg§ i3 I I I" o i f s a / n RAINI-ALL FR: JENCY 2 5 YEAR YEAR 10 YEAR 25 YEAR 50 YEAR 100 YEAR / (K =) 0 x s in LJ I (Jl ^ in <I < a: cr^~X= vit—f\ HR \^^<» » ~1 •- Y= 1N/HR Y=0.36X Y=0.52X Y=0.€4X' Y =0.78)C Y =0.92X -.60 -.64 ,65 -.64 .66 Y = 1.0 IX -.67 6 0 0 E: 0 10 4 I" 10 ITN < u >zo - \ >- 3 3 0 u ac -J-" n .i -t } j ! I I I •^ I i^ ^ OJ (\J UJ -<r <o h- U3 U3 U3 XXX XX X u? rj <g- 03 o '3- in (£) U5 U3 > D: =1 0 ec co x OJ — k0 U3 I<- 0 Q: 0= ID d) LJ I ^ 0 0 0 0 d - ? -I] II II II II II 11 II 0 x >->- Q. ?- >- >- >- >- in, tO 1£ =) 0 5- a: iro: a: cr ir <<<<<< UJ LJ UJ LiJ Ld UJ ^- >•>>->-> u < UJ N LL. =) c? 0 o ip o p < UJ CM in rd in o >- CL < ec ec =) Q m 7 wafl /, 7 i tD [7 TIME OF CONCENTRATION CALCULA1 lONS By Paul Sanford December, 2001 A. OVERLAND TIME OF CONCENTRATION 1. SCS CURVE NUMBER METHOD see "Basin Characteristics" tab for calculation Overland t^: 2. FIGURE 7-1 OF MDT HYDROLOGY MANUAL 4.034 hours slope: 1.4 % cover: short grass pasture & lawns velocity: 0.85 ft/s Overland Flow Length: 12,500 feet Overland t<:: 4.085 hours 3. FIGURE 7-2 OF MDT HYDROLOGY MANUAL (see also Figure 22 of Bozeman Stormwater Master Plan, 1982) Overland Flow Length: slope: c: Overland tc: 12,500 feet 1.4 % 0.3 NA minutes (not valid for overland flow lengh >1200) 4. MDT HYDROLOGY MANUAL, PAGE 7-0-2 SHEET FLOW (T( = [0.007(nL)°-s/(P2°'5s°'4)] Sheet Flow Length, L: n: slope: SHALLOW CONCENTRATED FLOW unpaved: V= 16.1345(s),)° °'5 ^0.5 unpaved or paved ? slope: average velocity: Overland Flow Length: Overland tc: Total Overland tc: paved: V= 20.3282(s)u unpaved 300 feet (max of 300 feet) 0.15 from Table D-1 1.2 inches (2-year 24-hour rainfall) 1.4 % 0.741 hours (travel time) ft/s ft/s 1.4 % 1.91 ft/s 12,200 feet 1.775 hours 2.516 hours B. CHANNEL TIME OF CONCENTRATION 1. MANNING'S EQUATION Channel Flow Length: velocity: 9,900 feet 4.00 ft/s (from other program) Channel t,;: 0.6875 hours ?I g s Ig I I n (n I ^ I I" § ? I I I s s g it °1 § (0 Iu 'I I 0 s I -g fl t 8 A 0 1: sSs^ll 10 yD i § 5"2^SJ ss g B I. pjltt j I11! 'II j g I I I I I 8J p s I? LU S 3 s| Ul & s 6 s I PRECIPITATION DATA ') By Paul Sanford December, 2001 From NOAA Atlas 2, 1973 Duration 2-yr 5-yr 6 hour 24 hour P6/P24 Storm Type 0.7 1.2 0.583 10-yr 25-yr 50-yr 100-yr I 0.9 1.6 0.563 I 1.1 1.9 0.579 I 1.4 2.3 0.609 1.5 2.6 0.577 I 1.6 2.8 0.571 Bozeman (6 Miles West) Rainfall Intensities from MDT 1-hrprecip (in.) 2-yr 0.37 5-yr 0.50 10-yr 0.58 25-yr 0.70 50-yr 0.80 100-yr 0.89 Estimate shorter duration intensities (in/hr) from Table B-2 page 7-B-2 in MDT Hydrology Chapter Duration (hrs) (m in) 2-yr ssa 0.10 10-yr 25-yr 50-yr 100-yr 6.00 1.64 2.22 2.58 3.11 3.55 3.95 0.20 12.00 1.17 1.;;;u&58 ^^^^^i^1.Jtg^..3Sl;83 ^^KES£,2.£.S^21 ^£.^l^^S;2.^.fi^53 ^ i^^.ri^^faA.2.aSS^81 S.^il 0.30 18.00 0.95 1.29 1.50 1.81 2.06 2.30 0.40 24.00 0.79 1.07 1.24 1.50 0.60 36.00 0.58 0.78 0.90 1.09 0.70 42.00 0.53 0.71 0.82 0.99 0.80 48.00 0.47 0.64 0.74 0.90 0.90 54.00 0.42 0.57 0.66 0.80 n SCS Curve Number Method (continued) r I < Runoff Factor (continued) 2 Crop residue cover applies only if residue is on at least 5% of the surface throughout the year. Hydrologic condition is based on a combination of factors that affect infiltration and runoff, including (a) density and canopy of vegetative areas, (b) amount of year-round cover, (c) amount of grass or closed- seeded legumes m rotatioiis, (d) percent of residue cover on the land surface (good > 20%), and (e) degree of roughness. Poor: Factors impair infiltration and tend to increase runoff. Good: Factors encourage average and better than average infiltra- tion and tend to decrease mnoff. Row crops are typically sugar beets and com, whereas wheat, oats and barley would be classified as small grain. Table 7-10 Other Agricultural Lands1 Cover description Curve numbers for hydrologic soil group Cover type Hydrologic condition A B c Pasture, grassland, or Poor range-continuous forage Fair for grazing^ Good Meadow-continuous grass, - protected from grazing and generally mowed for hay Brush-bmsh-weed-grass Poor mixture with brush the Fair major element3 Good Woods-grass combination Poor (orchard or tree farm) Fair Good Woods6 Poor Fair Good Farmsteads-buildings, lanes,driveways, and surrounding lots 68 49 39 30 48 35 430 57 43 32 45 36 430 59 79 69 61 58 67 56 ^ SCS Curve Number Method (continued) r I < Runoff Factor (continued) The following pages give a series of tables related to runoff factors. The first tables (Tables 7-8 - 7-11) gives curve numbers for various land uses. These tables are based on an average antecedent moisture condition i.e., soils that are neither very wet nor very dry when the design stonn begiiis. Curve numbers should be selected only after a field inspection of the watershed and a review of zoning and soil maps. Table 7-12 gives conversion factors to convert average curve numbers to wet and dry curve numbers. Table 7-13 gives the antece- dent conditions for the three classifications. Table 7-8 Runoff Curve Numbers1 Urban Areas Cover description Curve numbers for hydrologic soil groups Cover type and hvdroloeic condition Average percent A impervious area B c D ( I Open space (lawns, parks, golf courses, cemeteries, etc.)3 Poor condition - (grass cover < 50%) Fair condition (grass cover 50% to 75%) Good condition (grass cover > 75%) Impervious areas: Paved parking lots, roofs, driveways, etc. (excluding right-of-way) Streets and roads: Paved; curbs and storm drains (excluding right-of-way) Paved; open ditches (including right-of-way) Gravel (including right-of-way) Dirt (including right-of-way) 68 49 39 83 76 72 79 69 61 86 89 79 74 84 80 n n uiiysis. Culvert Conveying Baxter Creek Under HuSne (J n srFP ^-2^2^^^ •ST-A ^O^.-^ Z-0 BA'<-£R C^C£|< 3/3i|^4^ LT ~— •-—'-, Cc- C ' ^ -i Ey..~s t^;c^ ;' .'•'•,< '.. -~v'^ v--^—'. ;n ..."_'', •2.., 1-^^ ^ - I 5 -<- /• ^^-~ -; ^' c i^! P . (^ A F ^.^.! — •-( --^| 2.0^ ^ -Ts '_ ^ \ -..'"'• ^ J ^ - •' — -^^^ ^ <^ r r'-. :~1 ''^s'^j s 2,5' cL& r ^ r =; ^ ^-" iS -.'-" •"- ~~ . i^>^'&-< Vo^s d'-J..'d--s_ 4'.c~' 'AJ^'S' i^ S-^L. Z^O-' 60 A-!. 3',.'? /' —TT^^-i LD<=^ Plo't' 1 Os ^ Q.]OU 80 °\0 c^s ^s j C. l^_a ,v ,\_2,'- c o- a a -'^-' 4--i "^ ^ S A ~p'rop'='<-'-oi. '.'J •.d-2-^-i-^—^ ~"1 ^ '•+"L-^- T, o/--ir'/--- ~ .'. .. ^~" •J'^- ^a...r^jz. ^, o c_<=^--^~ c^-/-\ - ''-T^vCs i^-ir'V'. S'lre^p^-^\ <-^ p ^ipe c o/\^ i'cLL^cL'3'- ~-LO •Y-^.O-^TC-^ O'-^-(L£J^- -(-(. 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"~,'£5/J ^ho^-^ ^A<a^^&/ '&; / •'^ .y & n "} 0 ?) < MONTANA DEPARTMENT OF HIGHWAYS noN TON SKETCH uur .»ssr.s^^-^sr^^-^ — |SECTIU< 7 MHt fss- s-^-^^ s.'s^t-LS-^-s: ^.'^•.^-j=^£A--ss-^s;t;^>*s-=^%^^^^ SURVEY DATA FOR DESIGd OF WATBWAYS r< ^ Snm ?^ma ^STD*g^<TEt-^C^= :- IE3£33 ND. to. 2533^'_ t c r-, ^a^ Sinwlt^ /U s ^ @ s FOR DRAtUGES OF ONE SQUARE MU OR 5 LABGS1 A AU- WB6A'nON. fc fl esnw. icmjcnoNs PT^ ~ ~^3 )M1 ^ x *z t1 y, m rflKrii»*rti ntaf » •<—KM* rffth ttl ••to. 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DEPTH ,rt, ^-r :. ;fti <F4; '-?-'. : £-^ (72£; .'->-i ^ 45 54 50 "0 :-.49 2S.04 26.46 29.35 2?. 13 29.52 29.30 30.11 3C,J6 30.6fc Q. 00 1,10 =':: 2.01 2.33 2.70 3.1i0 3.27 3.53 J.75 4.03 0,00 0-NF 1.:° 2-N2c 1=^ 2-K= 2.25 2-M;c 2>65 2-H2C 2. "S 2-N2c 2-R2C 2-M2s 3.32 3.60 3.91 2-N2; 4.16 2-S2c 4.- 2-M2; c.oo i.0i L5: i.SS •". •-"; - A-E-- 2,52 2,81 3,11 3.4: 3.73 0 I j :'^T SATE? .•3-31-1?^ .-KW~ -IHE; l-;-'.^ ;';LE JiM~E; L:3-32--;!-'i ;T-£ -^; 5^C20J f ~^-~A'^ —- ^;_^c ^^^ ^FQss siCHjN ^-*—*—^ ^-c" ..^j- ;Tn 5IDE SLOPE -/v !;(;!; ':"-." :" NL ?L2^E ',;.''-; ;:T:r-': T^,... ^^i^e'i n {:oi-!j,ii ^."^ ;-^EL :Ni.E;-rE.i^T;2, ,". .-^: ^WT •€.! UUT-E- iN^ER- 5L£VA-:Ch ^ .y -.-. ^TFQRM FLO. RftTINS CURVE FOR DG^STREA^ CHANNEL I FLCN fCF5j s^o 9.M 13. OQ 2T.OC 36.00 45.00 54.00 63,5C "2.00 50.00 90.30 "j.S.E. (FT) 23.50 24.03 24.29 24.47 24.64 24.78 24.91 25.03 :5.14 25.24 •"=^• .y FRQUDE NUMBER 0,000 0.688 0.705 0.713 0.717 0.7:0 0.723 0.725 0.7:- 0.723 Q. 730 DEPTH (F7) 0.00 0.53 0.7b I ! ^ :.RtNT DtiTE: 03-31-l^-s S~T^ 203-tZ~^ .:FS^T T.'E; 1^25:^ 5^' ^-^f CIL£ Dfr^; ,.3-:l-l9" i:^ ^E: D^;L'3=- -";:;" ---• •:U5-;;. -.. ;;"E D-~^ —E. ;IH:'E--L. ::.L£7 :M-£- QUTLE- CULVERT : SA-RE-i ELE1.. ELEV, LENGTH ; EHftPE F^ .FT) ; !<ATE?'IAL SP"N =I3E M-I-INING INLET \H} - TY?E zc.0,'c ;,2i 23.1C-' <100.r Q5 . 1 Hi." ^. 50 -^~. :Qiw£9--.;NA- 4 : : -SARY OF CULVERT FLOWS ;C?5i /- !:IL£; B^2Q3P -EV (FT; 2=,2': "-. '-1 2S,;4 :8.?1 ;?.;r 2s, 55 ::;,=4 .;c.i., -1.! .-,.50 -OTAL 0 !S ---' 36 45 s- c..- — 50 0;: ; IS -:-T 2. -^ 30 ^:J ;-- 2 •:/ ij 0 .; ^ •; ^ n w F;ENT 'Ei 05-31-;3^ :?-=; .4;25;C~ FILE DA~E; ;.3-31-;3^ ?;-E ^E: ;^203F —FOfi^NCE C^VE ^? CUL-.:E:" ^ -£E :h Jc ^ 54 50 90 -E^D- SA'ER E.EV, •,--'^ ;NL£- ;QNTRuL DEFT- (ft; OUTLET COMTRQL FLQy D£FT-< TrFh iff- (F4; f^^h. CRI~ICi-L DEPTH DE^- iff; t OLT.;" .£.. DE^"- :S£: [.r~:: TrilLi^TL" VE-. DEPT-i ?T3=; \r~:} 2B 2S, 25 29 2-? 2? 30 30 ,20 ,14 5s ,14 ,53 .91 .25 ,55 ,84 ,10 ,41 0,' 0.9-* 1=^ L?4 2=35 n -^" DAFE; ;.;•.;!-:W4 -^y TI?i£; -:;^." 5 -11: 5MTis ;;;-'] ;-;.5-;4 :I.E NA"!E; :-^;::';J- I "-^-"i-1":" •*" :;£5JLAS C"" ::. CRQ5; SE;TIGN t^—-—— 5C~OM .iD"- ^'^ :.•;<• SIDE SLOPE "/'; ; Xslj 2,.; ChWEL SLOPE v/h ^T.'FT} ;.^7 INNING S N ^0,-;..; CJ30 :"^NEL I-E^ ELEW':^ :::-; -:.^ ;UL^E-r NC.. CUTLtT INyERT ELEwTIDFi 2:,l0 F- —" UNIFORM FLQN RATIN5 C^RVE FQR DO^STREAM CHANNEL 0 FLQN iCFSS 0.00 °.oo Ig.QO -27.00 3c.OO 45.00 54.00 i3.^ 72.00 5.;. 00 w. w N.S.E. (FT) 23.10 23.7° 24.08 24.29 24.47 24,62 24.7; 24.37 2^US 25. C7 2^. 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G 3 She ^ I ^ S,-, '1> ^ C^l /• t HYDRAULIC DATA SUMMARY-^ STATE UON.TANA PROJECT NUUSER S-PF 50-2!;;,£2 SHEET NO. 22 STATION STREAM NAME ( IF NAMED ) SIZE /IYPE STRUCTURE (l)^A)C4' DESIGN FLOOD MASNfTUDE KIS.} FREQUENCr 0.! H.W. ELEV. (f.T.1 MAGNmjOE IC^^.j BASE FLOOD (1%) | OVERTOPPING FLOOD @ @ H.W. B^V. (F.TJ MAGNmjDE (C.F^.) APPROX. FREQUENCY IV.} H.W. ELEV. (F.T.I REMARKS (FLOOD OF RECORD, Qp(max), ETC.) /-ir73 Cr?)- CP.EEK 6' SSWx 3' RISE RCB 95 •^707. 5 95 4707. 6 IS I <•- 2 ^7 ;0. 0 07 DIVIDE 27-30 .JL P--C- CREEK 5' S x 6' H WS _ieo_ ,1 47 15. c '50 _~'7 /-5. 6 IR? / 47 .'5. ? OT DA//D. r s.F- ?n ^y pc Cff 7 iff~i'7Q ^MT^' SB y- ^pn^, ?- n°r riiv tn^ --\ ;20-'55 54" DP. £5 z ^757. 5 75 -757. .3 /•i 70 <- ? ^SG I. 5 07 EO-D ;5 ;-PO VcD::^D C PEEK 45" D". 50 ^_ <Q '.°. I CD -5 15. 5 / ;5 ^.z_ '-822. 0 OT Oh'iQE 1^-r;? i^ i yro ca^F< ^^" y ?7" nft ^5 z_ ^R9 /. o ^_ ^F.??. 0 _2_ ^fl??. ^ or nvin^ ZC^'20 :-y~ES cPEEK 5^" C.c 50 ? ^530. i s^ -530. -f .'Z2 _G Z -'5J /. 5 OT DViCE ^S7-3,5 pr. ^2" S _Zi_ ^ ^£^<. ! £•3 --53-:. S cs _^355. C 07 AF=-O^C- =r). 2 :E- '5 35" C3 z^ 2 ^SJc. ^535. 5 7° . 5 <S40. Q CT l/-WL!'fE - S~A. 2'4+GO 2ZO-; 56" D= 25 ^ ^5JS. 6 5/ -:S3C. 7 55 . --5 <6-?0. 0 DT C'V!U.1C- Z;^-5£ 36" 25 ^_ ^£--=. £ ^5^-. S -^ -i'£J5. 0 J7 C.'i^DJ_ 305-23 5!'/e" x 3;^" KPA L5_ 7 -:cc /. 7 ^3 -^55.;. 5 -:-: £?.=::. R • C'~ ~'/f~j:- •r'TCH ^1 OCK 1 J20-33 36" -?CC ;2 2 ^£50.5 -550. 5 e-^ <. 2 ^65^. 5 07" DA//0£ F\JO~[~ES • * H.W. ELEVATK3NS SHOWN ARE BASED UPON PEAK RJ3W ANALYSIS UNLESS NOTED IN REMARKS COLUMM. »t I. il'< B ^ »s @ STRUCTURE SEE OR TYPE AND RELC.TEO HYDFLAUUC OATA MAY NOT REFLECT 04ANGES WADE DUE TO RW OR OTHER CONSIDERATIONS (LE. STOCWASS ADDED. STRUCTURE SIZE OS PlTE D-1ANGED. ROAD GRADE CHANGED DURING CONS'TUCTION. ETC.) @9A^ BRDGE LENGTH SHOWN EQUALS THE WATER SURFACE WIDTH IN THE OPENING AT TriE DESIGN K.W. ELEVATION MEASURED NORMAL TO FLOW. n n C) u USDA n States Dbi nent of Agriculture Natural Resources Consen/ation Service 3710 Fallen Street #B Bozeman, MT 59718 November 8, 2001 Paul Sanford Allied Engineering Dear Mr. Sanford, Enclosed please find the soils information you requested for the area surrounding Aajker and Baxter Creeks. Please note that Montana NRCS policy requires that we ask you to include the following statement on all documents associated with an analysis or determination completed using NRCS's soils data or map information: This inap and associated information are to be used as a primary reference source and are not intended for use in site-specific planning. This is public information and may be interpreted by organizations, agencies, units of government, or others based on needs; however, they are responsible for the appropriate application. Federal, state, or local regulatory bodies are not to reassign to the USDA Natural Resources Conservation Service (NRCS) any authority for the decisions they make. If you have any questions related to this information you may contact me at 522-4016. Thank you for your cooperation and for your interest in the Gallatin County Soil Survey. Sincerely, Katie Alvin Natural Resource Planner Gallatin Conservation District Enclosures The Natural Resources Conservation Service works hand-in-hand with the American people to conserve natural resources on private lands. AN EQUAL OPPORTUNITY EMPLOYER 0 Musym, (SffOM 448A i'457A 453 B 457A 509B j l5IOBIII.Z]Z .-537A.,.._..J_ 542A L r 748A !_M_W 1^-.-.-._ 15 1 8 2 10 3 4 2 3 18 c:' u U.S. DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE PAGE 1 OF 3 11/8/01 WATER FEATURES All Planning Flooding I J- High water table and. ponding Map symbol |Hydro-] and soil name ilogic | Frequency I group Water Maximum Duration | Months | table | Kind of | Months | Ponding | ponding I ] depth |water table] .1_I_I_I. duration depth J_I- 448A; Hyalite. Beaverton- 453B: Amsterdam- Quagle- 457A: 'sr- 509B: Enbar- 510B: Meadowcreek- 537A: Lamoose- 542A: Blossbei-g- 74BA: Hyalite. Beaverton- I I B B I •I B | .1 B J B B I Rare I I c I D c B I B Ft I --- I 4.0-8.0 [Apparent | May-Aug | Ill II I --- I 4.0-8.0 [Apparent | May-Aug I I I --- I — I U.S. DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE PAGE 2 OF 3 11/8/01 WATER FEATURES Endnote WATER FEATURES This report gives estimates of various soil water features. The estimates are used in land use planning that involves engineering considerations. Hydrologic soil groups are used to estimate runoff from precipitation. Soils not protected by vegetation are assigned to one of four groups. They are grouped according to the infiltration of water when the soils are thoroughly wet and receive precipitation from long-dura-tion storms. The four hydrologic soil groups are: Group " A". Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmlssion- Group "B". Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rste of water transmission. Group "C". Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group "D". Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a permanent high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to two hydrologic groups in this report, the first letter is for drained areas and the second is for undrained area.s. Flooding, the temporary inundation of an area, is caused by overflowing streams, by runoff from adjacent slopes, or by tides, Water standing for short periods after rainfall or snowmelt is not considered f.J.-ood-i-ng.,. ...no.^- i-s water .±.n. -s.wamps. a.udi--mar.slies..,.....This . r.ep_or.t ..gives the,,freqyency. and._dyratiQn pf flooding .and the time of year when flooding is most likely. Frequency, duration, and probable dates of occurrence are estimated. FregLiency is expressed as "None", "Rare", "Occasional", and "Frequent". "None" means that flooding is not probable; "Rare" that it is unlikely but possible under unusual weather conditions; "Occasional" that it occurs, on the average, once or less in 2 years, and "Frequent" that it occurs, on the average, more than once in 2 years. 3r- '-ion is expressed as "Very brief" if less than 2 days, "Brief" if 2 to 7 days, "Long" if 7 to 30 days, and "Very Li f more than 30 days. The information is based on evidence in the soil profile, namely thin strata of gravel, 3anL., silt, or clay deposited by floodwater; irregular decrease in organic mafcter content with increasing depth; ?.nd absence of distinctive horizons that form in soils that are not sutoject to flooding. Also considered are local Lnformation about the extent and levels of flooding and the relation of each soil on the landscape to historic floods. J.S. DEPARTMENT OF AGRICULTURE MATURAL RESOURCES CONSERVATION SERVICE PAGE 3 OF 3 11/8/01 WATER FEATURES Endnote -- WATER FEATURES--Continued Information on the extent of flooding based on soil data is less specific than that provided by detailed engineering surveys that delineate flood-prone areas at specific flood frequency levels. High water table (seasonal) is the highest level of a saturated zone in the soil in most years. The depth to a. seasonal high water table applies to undrained soils. The estimates are based mainly on the evidence of a saturated zone, namely grayish colors or mottles in the soil. Indicated in this report are the depth tc the seasonal high water table; the kind of water table, that j-s, "Apparent", "Artesian", or "Perched."; and the months of the year that the water table commonly is high. A water table that is seasonally high for less than 1 month is not indicated in this report. An "Apparent" water teible is a thick zone of free water in the soil. It is indicated by the level at which water stands in an uncased borehole after adequate time is allowed for adjustment in the surrounding soil. An "Artesian" water table exists under a hydrostatic beneath an impermeable layer. When the impermeable layer has been penetrated by a cased borehole, the water rises. The final level of the water in the cased borehole is characterized as an artesian water table. A "narched" water table is water standing above a.n unsaturated zone. In places an upper, or "Perched", water t is separated from a lower one by a dry zone. Only saturated zones within a depth of about 6 feet are inc. ed. Ponding is standing water in a closed depression. The water is removed only by deep percolation, transpiration, evaporation, or a combination of these processes. This report gives the depth and duration of ponding and the time of year when ponding is most likely. Depth, duration, and probable dates of occurrence are estimated. Depth is expresBed as the depth of ponded water in feet above the soil surface. Duration is expressed as "Very brief" if less than 2 dayB, "Brief" if 2 to 7 days, "Long" if 7 to 30 days, and "Very long" if more than 30 days. 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II II Ill II I --- I 4.0-8.0 [Apparent j May-Aug I I Brief JAN-JTJL | 2.0-3.5 |Apparent ] Apr-Jul I I 2.0-3.5 |Apparent I Apr-Jun [ I I I I I 1.0-2.0 [Apparent | Apr-Jul I I I I 1.0-2.0 [Apparent | Apr-Jul Ft I I I I I --- I --- I -- I I I I I --- I ^|.....^..-...,....-,..-I-.....-...,.....-.,.-.,...,..!_ I J^.-^-.--..--_-.J-_-_.___^t^_-_ u @ ("3) .(4) OVEiTTOPPIMS S DEFINED AS P^OW OVER THE ROAD, R-CTW TriROJGH A S1GNIFICAAT REUEF STnUCTU?.E Off F.OW OVER THE &ASIN DMOE VS'HICHEVER IS LOWV{. FOfl THOSE CROSSINGS NOTED BY Qp{mvS IN TOE FtSMA.WS CO^'JMN OVEETOPP'NG DOES NOT OCCUR AMC' THE FLOOD k'AGNmjDE LISTED CORRESPONDS TO T1-IE FLOOD OF SECTION 6oC.^5 |e! 0! (n) OF FEDEFAL-AIS roUCY GUIDE; SLBCHAJ-TER G. FART 65C. SUBFAflT A IDEC. 'EW; TOE R.OOD SPECIFIED IS SUBJECT TO STATE-OF-TH&^WT CAPA3.!LT/ TO ESTIh'/.TE TriE EXCEECASCE PRO&ABiLrTt'. I F1"S 0^%; BRIDGE -TXi) t+GH WATER ELEVATIONS MAY VARY SLIGHTLY 3EPENDING UPON THE PIPE OFrPON SELECTCD. EXCEEDANCE PROBABILITIES 25 YEAR 50 YEAR 100 YEAR 200 YEAR 500 YEAR 4'% CHANCE 2 % CHANCE 1 % ChiANCE .5 % CHANCE .2 % CHANCE BOZEMAN - FOUR CORNERS \ «n: oo-crt' -ttfl 00'OE Z?h oo'oz UJ ^. m (n Oi. < '.-•' ' =) 00-01 01 00-6 CO) 08 •L -9 < oo-s UJ OO'fr or < ~!L OCt » UJ ^"5 ^ Sll^'-j 0 -^ oo-z <a <n y ^ ^ ca 001 01 06- 08' 01' 09- ^ 59 os: :Sfr- Ot' sr oc sz oz- sr . sa ;^ a 8 § g^?g s 8 8 0 0 0 0 8 tf m CM 0 B1 c^l l^oos%'-y^5- J§8§S§ 8 8S^§^ ^ ^ ,-':.i ...^, ...^ ^sss^- -i-S^??' "Si (sjo) aoyvHosia i^K -S':t:''::'::^ ^^~- ..\ -^-^ '•-.•i ^' yij^.M.^Q^^^^^. -^ ^^^^'^••.^=^i;<"j^?" iiiSS^^- ^: '^^iis^l^feE^.^;. K^ :'^ •''". i--'' • "^••S^SS'SSS^^SBSaSsS^w^^^ ^^' »A&?-?/ ^:..sss.- »-N->O<- r^ ^-ru <-<— r>j; .'" j pm coo a3 t.. o ^ inu? N. 01 to^^SP"?'"0'^'*?^'0 »! 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(FFS; O.QQ 3.S4 4.63 5,1= 5,56 5.E= 6.17 a,4l 4.64 5.S2 7.02 SHEAS (FSF; 0.00 0.73 1.04 1.27 1.45 1.3; ; ~7^ ; •- l.;S 2.00 :.09 :.:! •:w RU-LW- :L/E^-frn?N£ D"~^ ROADWAY SURFACE EMBANKMENT TOP .IDT- (-T) CREST LENGTH (FT) OVERTCPPIN5 CREST ELEVATION (FT) S?"E, -^. 50.00 31.50 I u 2.71 3,05 3.35 3.64 3.90 4.2; 0.00 0.?-* 1,4S 1,°4 2.35 2,71 5.05 3.35 3.64 J.30 4.21 0-NF 1-52"; l-S2n l-32- l-52n l-S2n l-32n l-32n l-32n l-52n 1-S:^ '.0... 00 yi~ ''? 0,95 1.03 1.13 i.23 1,33 ^ f'i;' 0,8; - i C 1.47 L": 1.93' 2.12' 2,30 2^7 i.40 2.&1 2.49 :.7S •^&c •)M -;7 :2,3< :3.61 14.24 14.71 15.15 15.52 15.86 is.20 0.00 : f;3 0.35 1.00 t.13 2.26 1.39 1.50 1,5? L"l ;,0i .34 4.^3 5.16 5.3s 5.89 6.17 6.41 6.6d &.S2 ~,02 0.00 o.s? !.;.ue ^ 1.37 1.52 1.65 1.77 1>SS 1.97 2.03 ^ y ,'.;- ,-t_ '- -, •'. ' \^' \ I ,^' <-\ El, :ni£t f;ce in^'t y. inlet th-yit invi't 2i.20 ft 0,00 f? El. ou^liT in»srt El, inls? crest 233.10 ft 0.00 ft " - . DHTA — CULLER T INVE?" *—""— INLET STATION (FT; INLET £l£VfiTICN (FT) OUTLET STATION (FT; JUTLST ELEVATIUN (FT) I -USBER 3F BARRELS ^ 3LUPE (V-FT/K-FTi ^CULVER' LENGTH -LJN6 SLOPE i:T o.oc :=,;•:• loo.yo -.--; - •-; 0.03:; 100.0: " SULVEwT DATA SliMSARY ^RR£L SHAPE BARREL DIANETER BARREL NATERIAL BARREL SftNNINfc;S N INLET TYPE INLET £D£E "N& i-ALL INLET DEPRESSION <•*—*—+*—r^**-^-*---(*4* CISCULAR 4.50 FT CONCRETE 0.012 CCNVENTIOf<ftL SQUARE ECbE yI~H HESD^L- h-GNE' I D ;• •-• '...: :; y i; <; '.. ^ ;' •j ;; u i; DATE: 05-31-lcc:^ a ROADW"? ITR 0 0 1 0 0 i 0 0 .', :.; '••J 1 0 1 ^ r 1 y 1 i i • [; 1 ^^ 0 OVE?-UFPIW 3uOiF ITERATIVE SDLUTION ERRORS FILE: S4C205F DATE: 03-31-1994 u HEAD EiEvtFi ;;,20 ".^ :7.£tf 25.1^ 26.55 25,91 :9.25 29.55 ;u.di A-,10 :0^i "E"D E;-RL;R:FT 0.00 0.'% 0.00 ';.oo 0.00 0.00 0.00 :;.':'. 0,00 :; , ;'o TOTAL :LUW;CFE = !U ";~ 3c 4= 54 £3 s'. 9'.; FLON E"RCii-:;;F5; Q ,-] '.; 0 '.J .••, •-•• & !; ^ FLDs .E""OR 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 '.:.-'o 0.00 .1.' TOLERuNCE ;?T) ; O.Olu .2> "CLERANCE ui ^ i.000 C,=7 1.14 1.28' ^.-'1 1 =:•-:. ..^ 1.74 1.8-i vEL. fFPS; 0.00 2,53 3,^3 3." 4.34 4^3 ^38 5.0C = —c •-•;—. 5,^4 5,o2 SHEAR (PSF) 0.00 0.33 J.4U .^=1 0.71 G=30 0.38 ^,C6 :j2 1. OS 1.1; ROfiG^' QVERTOPFiNC Drt^ -OADWiSY 5[jfi:»C£ crfSANKSENr TOP WID1-H ;=•! CS£=T LENGTH (FT) ^ESTOPPISE CREST ELEW-ION (FT) ;""VE. 20.^ 50.00 31, ~0 I 4.20 :;?'; •; i.43 1.66 1,36 2.0fe 2.22 2,3° 2.53 :,69 0,00 4.^ :.2£ o."g 1= 5.SO ^,32 6.73 7=0i? 7.47 7.77 3,03 3.39 1,43 l.ob l.86 2.0fc 2.22 2.5° 2.55 2.63 ."•-i 2.33 3.99 4.34 4.63 4.8S 5.09 =. "s 5,44 5.62 -2^0 ;- !-L;:2 -1.43 -l.:fc -1.12 -o.=c -0,S7 -0.76 -0.26 -0.56 £-, :-:lst TS=S ^•=^ • 26.20 f:. El. inli- -nroit invs:"t • 0.00 ft oLj-:iat invert i:l= i^lst c'sst ;5,UO ft 0.00 f-: — 5ITE DATA —- CiJlVER" INUE-T *"**—-— I:vLL- 3T"TIGN ;FT; ^,:-'; INLET ELEVATION iFT) . 2=.20 ^--ET ETfi'ION (FT) '=.» 3UTL.ET ELEVATIOh (FT) :3,=C NljWBcR CF BARRELb 1 5LOFE (V-T/H-f) 0,0039 DIVERT -E9GT1- "LGhG ;LG^E T; '6.00 I --^T CULVERT DATA SUNMfiRY s——-*""**——*— BARREL SHAPE BARREL DIAMETER BARREL t^TERIAL BARREL aANNIN5;3 N INLET TYPE INLE" EDGE "ND «ALL :?<L£~ D£PRE£S:QN CIRCULAR 5.00 FT CORRU5ATED STEEL 0.024 CONVENTIONAL MI'ERED TO C2NCORM r-QNE 'U SLOPE u 0 0 '. Q 0 Q 0 1 0 Q Q g 0 •••: .) .-. '.; 0 ;; 0 0 0 0 !; ...' 6 ROftDNfiY ITR u Q 1 0 1 Q 1 0 0 ,••, 0 0 o 0 '.' 0 1 :; 1 Q 1 0 2 :-' 1 ;i ^ •;• 1 0 QvEaTCPPINu G.'i/.'&E .^-:' ^-FA .2.0^1 ^ ^1.3 SUi-i^RV OF ITERATIVE SOLUTION ERRORS FILE; B4C2C3 DATES 03-3i-19°4 u -EAD EL£-F~ 26. :0 2"7.4s 28,04 2S.4S 2°. IS 29.52 29.30 30.il 30.5c 30. os HE^D iW^\?~^ 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 TOT^L ?:Loyfcrss ,•; 9 •-;^ 36 4; 54 £.3 -;-- so =0 =LOW EFRDR(C;5) 0 0 :-, 0 ..-.; •-.; 0 0 0 y •. FLCy EWOR 0.00 0.00 0.00 0.00 0.00 O.QC 0.00 0,00 0=00 0.00 0.00 :.1> TOLERANCE (FT)': 0.010 ^;:> TOLERANCE (S; : 1,000 ^ FJ '"yrii -'•"B^.S^chKlk— -" —•—'•—• Q. B5»i Bi^B^r»]<». j ^|~,b. ,,^BI <-A— »'°-rt »»^?~"(. f) ~-In*—r :^ '—fii- l—»w r'm i iiji i d»Mi « 5yfc«i ^ SECTON 8 PLAN u« •(^•r-w-.r-ar.a-r-ard^mfcv on A!lQ£o&& seCT'OA^^ ^1<2£' A..077E-& ^.ooifc/A/f.. C>o<^^ ST^SM^ • t t~T^ ^ I 98 98 98 98 98 98 98 98 89 85 82 92 89 87 93 91 89 7-63 48 73 65 58 66 60 55 74 86 79 74 71 77 70 65 82 76 72 77 73 70 82 D 89 84 80 78 83 77 73 86 82 79 83 79 77 86 t ', 7-66 1.71 1.90 iSfflluAl';1.;) ^"j-25 i)t,.'.u.';'':; .n";. 3WKlaM;«™gS.;^3ft!;i£<>;';.aigi ^; 1.14 1.02 0.91 1.39 1.26 1.14 1.01 IDF Equations from Bozeman Stormwater Master Plan for City of Bozeman, March 1982 general equation: i = a/(b+D)' n Rainfall Frequency (years) a b n 2 0.36 0.00 0.60 5 0.52 0.00 0.64 10 0.64 0.00 0.65 25 0.78 0.00 0.64 50 0.92 0.00 0.66 100 1.01 0.00 0.67 Ills s If u s iilssi? ^y 1|5 s | S Iga I I 6 s & I I I; Is s 5 £ tt IS9 ^ I- N lll!!i ili ^ s s Is^^l V) § s (0 0 II ^ ^ li n I s ri I .j- I 0 17 ro -T /1 nj >01 -3T1sj Iz syvs/- NI A3N3no3y^ "nvjNivy s sz 0 0 ^. 0 0 0 ynoH y3cf SBHONI NI AIISN^INI i-ivjNivy llj ec r3 ^r 0 Cd iZ 0 > CM V] < <t <t < 0 z cn u 0 Q: > UJ <Q n < Z3 0 z 0 .^ < h- < < a: h- Z) Q 0 >- h- cn < 2 u LJ h- (M S= 0 03 -J J < u- z < CC I s t ^-Mf. ^ I! 3'^ ^ f s' I B 0 2 2 ec ^ Sl c\< r 00 5 10 15 20 25 30 40 50 DURATION IN MINUTES 60 70 iia- '-•^aast !'( la' > • RAINFALL INTENSITY-DURATION CURVES BOZEMAN,MONTANA BASED ON NOAA ATLAS2,VOL.f FIGURE 23 '"I ,'l IJ! 'I M fll 11 II •'s'.I »'I ^•^ M:M 81 BS? !l^:i% •s •^ '.s® m ;9-: ;• ^:^ li i :a :':, ^y -K ^:',. :'u "'-'. ^^-•;:.^^;.-.s,^. Northeast Piains Region Q2 = 15.4A0-69 (E/1000)-0-39 Q5 = 77.0A0'65 (E/1000)-0-71 Q10 = 161AO'63(E/1000)-°'84 Q25 = 343A0-61 (E/1000)-1'00 Q50 = 543A0'60 (E/1000)-1-09 Q 100- 818A°'59(E/1000)-1-19 Q500= l,720Aa57(E/1000)-L37 East-Centraj Plains Region Q2 = ]41A°-55(E/1000)-L88 Q5 = 509A0'53 (E/1000)-1'92 Q10 = 911A°-52(E/1000)'1-88 Q25 = l,545Aa50(E/1000)-L79 Q50 =2,100A°'49(E/1000)-1-72 Q100= 2,260A°-49 (E/1000)-1-62 Q500= 3,930A°'47 (E/1000)-1-44 Southeast Plains Region Q2 = 537AU'33 0.55 (E/1000) y2.91 Q5 = 1,350A°-53 (E/1000)r2.-75 Q10 =2,050Aa52(E/1000)-2-64 Q25 = 3,240A°'51 (E/1000)-2'55 Q50 = 4,140A°-50 (E/1000)-2'47 Q100= 5,850A°-50 (E/lOOOy2-51 Q500= 8,250A°-49 (E/1000)-2'33 MONTANA 101 117 N>1> .;- „ -:--.'- ^~!-\-! " < -4 -!-i" -»- ---L; \^ -^ + -!- -:- -!- -!- -!- •^^ -L :•: ^:!--^ -!--!- .;-;-!- -;ys---^ ~-r -s-i- -!- -!- P:T ^-!- ^ -;- N y '<. y -!- I' "r,- ,-:- -;- \ l+'> .-!--!•f -\ •,i- -;^ s _L '-? v 0 250 500 MILES 0 250 500 KILOMETERS EXPLANATION Regional boundar/ [0^ Region Digital base from U.S. Geological Survey 1:2,000,000 ,1970 Alters equal-area projection based on standard parallels 23.5 and 45.5 degrees u Figure 3. Map of the conterminous United States showing flood-region boundaries. (From Crippen and Bue, 1 977.) 16 Nationwide Floods Summary for Ungaged of U.S. Sites, Geological 1993 Survey Regional Regression Equations for Estimating Magnitude and Frequency of 1—8 N- s 1^ s u ^ ll ro I s ; LL. ! Is a- LL a. w LL a. •c 0 ^ -s § 2 _•I " " eg l.i..i..jj., ! "T"-' ; c ••"••.:";• I 3 t0 1 s • 0 ^t LO CO 0 ^ § 1 >oo LO n o GO 00 00 00 1 GO LOCO -Tg \[s '}s -8 ^§ ." g 1s I [s r>i w ^ ^ T-l 'I 'I' ]' I' oooor^-r^-i^-r^-cDcocDCDLOtOLnin I I ' I LOcooooLOnoooLD 0 ^.i^i^i^r-^.r^.^-i^i^.N. ^fst--^^i''d-iT^fst^l-^l'^t- (U) UOBBA913 [ / > ^ ^<. 0 J ; •-. ^ -^ / <'s. b ,-/-•^"f-00. .LO ^ ^ /? 0 00 ^ LF3LO' -s < 0 10 ^ ^--:"%..IJ: ,0 r~- -p- c? ^ 0 -•••-••-1: IIHi .,:.^-xr :/E-..-r: 0 0 SfS-^S -r^ -^- ^- <y r^ ...4^'[:lglc/11 3 ^ •~J (-^ LO \0 0 5. ;: -1,*^-/ ^ (J1 f. in ^ O-PLO 0 / OJ ^^0 •M': s i. •^t- r^ ^t- m xh 1 s ^ ±s^=2^. '"-"<'../' LAUREL PARKWAY; " ' r " ' :^ Q'? :• Y'. ~—~- '^.sl: 's '•'•>.' ^;^:»:.:^:.^^' ;;' '';^ '."•-:... . ———a;-:5! | : '''. '"'•••^, •-••••• ''•' i. ^" s 1 s ^•""^ 3- NO. REVISIONS DRAWN BY PROJECT f: 00-185 FIGURE DATE 0 200 300 SCALE: 1 INCH = 200 FEET 100 LAUREL GLEN SUBDIVISION BAXTER CREEK FLOODPLAIN BOUNDARY BOZEMAN, MONTANA Civil Engineering Land Surveying Geotechnical Engineering Structural Engineering ^^s. DATE 12/29/01 32 DISCOVERY DRIVE BOZEMAN.MT 59718 PHONE (406) 582-022) FAX (406) 582-5770 .ZSi ALLIED Rood Rg5.dwg PROJECT ENGINEER: PJS ORAWN BY: RFC LAUREL GLEN SUBDI^SION ^FLOODPLAIN BOUNDARY ENGINEERING DESIGNED BY: PJS REVIEWED BY: DSC, C8G SsK s ^ ? as i^ ^ ss aa 3te 5 a s« r SS9 n ^ ss SSs I i=2 m s IS <a ^ 1 ^ s I Wts s m ii ^ s Si NO. REVISIONS DRAW! BY DATE 1000 2000 3000 SCALE: 1 INCH -2000 FEET LAUREL GLEN SUBDIVISION PROJECT f: 00-185 FIGURE BAXTER CREEK DRAINAGE BASIN BOZEMAN. MONTANA Civil Engineenng Land Suryeyiag Geotechnical Engineering Structurid Engineering ssss, 32 DISCOVERY DRIVE DATE: 12/2B/01 BOZEM^N, MT 59718 PHONE (406) 582.0221 FAX (406) 532-5770 4 ALLIED Rood Flg4.d»g PROJECT ENBNEER: PJS DRAWN BY: RFC ENGINEERING LAUREL GLEN DES16NED BY: PJS REVIEWED BY: PJS DRAINAGE CORRIDOR ^.i i\ sr -s )-~. .'!' }^ is -I ^- 15 s'; E? —.ii <n -i -—j—.,— -2. --.^ ..y^ BAXTER CREEK aa r" w^^w ^ I DRAINAGE BASIN 2;Q SQ. MILES ^-^ / .^ .'\* /!•• "i, ^1 1-1' SF u A. A S S) \ -sl *.- -1- I • <3! ^?..-.cbek^l"LMJ3fcEL GLEN | ~^F —R^ SUBDIVISION J ?%B -% ^ -;-. —:• --S 5 i s; ^M 'j ^ ,-/. £-_i, • ;• ? ,_.._-—.-i —.„„, ; at \!. t? ""•"-•••"^•"••••1 —X-^—TJ1:^ l^cDonoio: VT '?• s. ===-=-=t \ ^ ; ^3. ^ ^' -I •::• -f^foy ^1 "^'^ -I ^ ? & i^ aa s I j k. ;^ ;- -j Lri ^__^^^^^^ i ^' ^i'5, 'y t :--^ ••^- ri 9\... y t- 0 ^ s •^.. •e :1_±l_,,,^,y^^^ •fl ^. —_..-.,^-—,,^,- -^.-.^ -I __'^&=2fc° ;^-7=^;^ x •« ^^^^^Sx:^^::^ °*•= r-„!^•—•.—.- -.,.-... ^ ^ y-- ,--::n^^ .......^.....^...^,.^...^.........::.-^^^ '•„• -F:---:;:Srf -gi ->/ "•* ! _.............fy ...s ":^ 0 5 ii* ^. *.? Q - ? -••' } ";~y.u ^ \ r;as • :- « , -- :'^ s"" ~Ss= Jl Is\ 11 sl II >[ NO. REVISIONS DRAWN BY DATC 1000 2000 3000 SCALE: 1 INCH -2000 FEET PROJECT ENGINEER: PJS DESIGNS) BY: PJS DRAWN BY: RFC REVIEWED BY: DSC, CBG LAUREL GLEN SUBDIVISION BAXTER CREEK DRAINAGE BASIN BOZEMAN, MONTANA ase'»f ^/2S -as ALLIED ENGINEERING SERVICES, IMC Civil Engineering Land Sury eying Geotecluiica] Engineering Structuni Engineering 32 DISCOVERY DRIVE B02EMAN, MT S971S PHONE (406) 582-0221 FAX (406) 5S2-5770 PROJECT (k 00-185 DATE: 12/29/01 Rood Og3.dwg FIGURE 3 LAUREL GLEN DRAINAGE CORRIDOR 0 r/~) 0 ^ ^ rsl 0 0 U-) cn N 0 ^ LU CD ^^ 0^ 0 ^ Q ^^ ? ^1-1. ? ? in ^ 3 I LAUREI PARKWAY ^0. ? REVISIONS DRAVW BY DATC 100 0 200 300 SCAl£: 1 INCH • 200 FEET PROJECT ENGINEER: PJS DESIGNED BY: PJS DRAWN BY: RFC REVIE»»ED BY: DSC, CSfl LAUREL GLEN SUBDIVISION BAXTER CREEK CROSS SECTIONS BOZEMAN, MONTANA ^.:K'/ / 'sssrr^ ./s ALLIED ENGINEERING SER\/ICES. INC Civil Engineering Land Surveying Geotechnical Engineering Structural Engineering 32 DISCOVERY DBJVE BOZEMAN.MT 5971 S PHONE (406) 582-0221 FAX (406) 582-5770 PROJECT (t 00-185 DATE 12/29/01 Flood FigZdwg FIGURE 2 LAUREL GLEN SUBDIVISION. BAXTER CREEK X-SECTIONS » 'I ^ m ^ -y li 7T4'4:4'^EJM} __ DURSTON ROAD TRACT 1, C.O.S. 1005B 41J9AC. 360 RANCH CORP. TRACT 2A, C.O.S. 100SC 23.WAC. BURNT LEATHER RANCH, INC td 200 1\ \ A -i._ -_ ?i it -7^-; t788A-t' BABCOCK FKW. ^r < ._^Z--\ NUFFNE.«a»_^ •s ' ~^s?r ~'"IT..J-™,X ; ^ j.- ^ -^ LJi. N^? ro' rjRi]•r~h7." "'11 "[CT:" r~® :L-^Lsrl7"^.iIffl -.^i.Hn-i!-"3L!j?Sl! i ~-^ 1;'i .y '; I . f 4S15 W~^r-IS T T'rwi ;i [jM\!¥^1^ fi^-r^^ w ^-^ tff • •--h'l. '• Ja" !~='~~i- •~"-§5?~^'y'i~^T 'i "L:'-*' '\ MM vw^ XjT"^-.^-^-—^-LTJ-TJT'?.J^i •"'<"•yA4.?X@ i^J TI!1 \ Vicinity Map NOT TO SCALE \ \ \ REMAINDER E'/SE'/S SECTION < PESSYH. METCALF ZONEDAS \ \ ZONING SUMMARY ZONE B1 R2 R3 R3-A R4 PARKS AREA 8.72 Acres 34.74 Acres 32.56 Acres 38.06 Acres 21.84 Acres 23.80 Acres TOTAL 159.72 Acres TRACT 1. C.O.S. 1155 23.15 AC. WILLIAM S PEGGY H. METCM.F ZONED AS \ \ PROPOSED LAND USE LEGEND RESIDENTIAL SINGLE FAMILY. MEDIUM DENSHY DISTRICT RES[DE^mAL MEDIUM DENSITY DISTRICT RESIDENTIAL TWO-FAMILY, MEDIUM DENSm' DISTRICT I R-4 j RESIDENTIAL HIGH DENSITf DISTRICT B1 I NEIGHBORHOOD SERVICE DISTRICT fXfSIK [ FWRK LANDOPEN SPACE RIGHT-OF-WAY / ROADS :XT'G 18" SAN. SWR MAIN — BOZEMAN CTIYLBDTS—— MAM BRONKEN MEMORIAL PARK TRACT3A c.o.s. loose S7.TO AC. 2QMEDPL/ Ii :>'7'G 12" WATERMAIh! II ! ^1 il S| tS? ^"S» a^s ALLIED ENGINEERING sEFtvices. INC. Civil Engineering Land Siu-veying Geotectmical Engmeering Structural Engmeering 32 DISCOVERY DRIVE BOZEMAN.MT S9718 PHONE (406) 582-0221 FAX (406) 582-5770 PROJECT t: 00-185 DATE: 1/31/02 Color Exhibit-2.dwg FIGURE LAUREL GLEN PROPOSED ZONING