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Report Q 10 S75 q_ci btAr l_N 1 104 °°-; G7 (P' CANTERBURY STORMWATER WATER QUALITY, DETENTION, AND CONVEYANCE ANALYSIS JOB # 328 -024 S\ED PROFep 60897PE �. OREGON cb d 'Z4t 7, A° 9 � F S B.k. 0- EXPI RES: DATE: 12/20/04 BY: PAA PREPARED BY: AEI 9600 SW OAK, SUITE 230 PORTLAND, OREGON 97223 TABLE OF CONTENTS: Introduction: Site Description and Location: Hydrology/Hydraulic Methodology: Water Quality Detention Conveyance Exhibits: A. Vicinity Map B. Tax Map C. Soil Survey Map D. Soil Features for Washington County E. SCS Curve Numbers F. Impervious Area Calculations G. Water Quality Vault H. Manning's "n" Values I. Predeveloped Time of Concentrations J. Developed Time of Concentrations K. Isopluvial Maps L. SBUH Predeveloped and Developed Runoff M. Hydraflow Hydrographs Results N. Conveyance Calculations O. Existing Conditions Shed Map P. Developed Conditions Shed Map Q. Offsite Shed Map R. Existing Storm Drain Map 4518 2 INTRODUCTION This report represents the analysis done for the Canterbury water quality, detention, and conveyance system to show compliance with City of Tigard engineering standards and Clean Water Services. SITE DESCRIPTION AND LOCATION The proposed Canterbury development is located on tax lots 1400 and 1500 of Washington County Tax Map 2S 1 W 10AA. The proposal is to develop a residential development that will consist of Townhomes and Condominiums on property located on the North side of SW Canterbury Lane, South of 99W. Please see the attached vicinity map. The total area of the development site is 11.66 ac. From the attached Soil Survey Map and the Soil Features for Washington County it can be shown that the soils are of the Cornelius variants. The soils are classified as hydrologic group C. The predeveloped pervious areas use a curve number of 81, 85 and 86 as shown on the SCS Curve Numbers exhibit. After development the pervious areas use a curve number of 86 and an impervious curve number of 98. HYDROLOGY/HYDRAULIC METHODOLOGY WATER QUALITY Clean Water Services (CWS) requires that if any new impervious surfaces are created during site development that 65% removal of phosphorous be provided for stormwater runoff. A permanent water quality facility must be constructed or funded to reduce contaminants that enter the storm and surface water system. Impervious surfaces shall include pavement, gravel roads, buildings, public and private roadways, and other surfaces that contribute runoff to the surface water system. Water quality treatment of stormwater runoff was designed to meet all CWS and City of Tigard standards. Water quality will be provided for the entire development in a 6x12 Stormwater Management water quality vault which will treat the 3.05 acres of new impervious area that is created with this devleopment. DETENTION As land is developed, the amount of impervious area is increased. The larger impervious area comes in the form of pavement, sidewalks, and new buildings. This in turn creates a larger amount of runoff entering the storm sewer system. An underground pipe detention system will be designed to alleviate the burden that the new runoff will have on the sewer system. The detention facility, which is a temporary storage of the stormwater, will control the rate at which the stormwater runoff is released. The 2 -, 10 -, and 25 -yr storm events were analyzed. 3 • A manhole at the downstream end of the detention facility will contain an orifice outlet structure that detains the storm events and provides a system that allows the runoff to be released at an acceptable flow rate. The manhole will have an overflow system to pass the 100 -yr storm event. By matching the discharge rate of the runoff produced by the new development to the existing discharge rate, the downstream drainage system is not impacted by this development. In the existing conditions there are three shed areas, see the Existing Conditions Shed Map. Shed A flows to SW Canterbury Lane and eventually flows to Pacific Hwy, Shed B flows to SW McDonald Street and Shed C flows to 99W In the developed conditions the entire development flows to Canterbury Lane and then to 99W (Shed 3). Since none of the developed flow drains to McDonald Street, post development flows to this area were not analyzed. The developed shed area flowing to Pacific Hwy will be detained to the predeveloped flowrate of Shed C. The capacity of the existing 12" line in Canterbury was analyzed since development of this site diverts flow to this line. The capacity of this line was determined to be 11.8 cfs without any surcharge. This compares favorably with a 25 -year flow of 12.6 cfs from Shed Areas 1 and 3 after development, given that it is not likely that all the runoff from Shed 1 gets into the pipe due to the scarcity of existing catch basins. The difference of 0.6 cfs will be carried by a combination of pipe surcharge and street capacity. The bottleneck in the existing system is the 12" pipe in 99W at the Canterbury intersection, which is constructed at a grade of 1.5 %. This pipe, which serves a majority of Shed 2 as well as all of Sheds 1 and 3, has a capacity of 4.7 cfs without surcharge. Since the pipe was constructed with little cover, surcharging will not add significant capacity. In order to bypass this bottleneck, a new 15" pipe will be constructed to cross 99W at the Canterbury intersection. The new pipe will work in tandem with the existing system and add an additional 9.7 cfs of capacity to the system compared to 19.9 cfs that must cross 99W from Sheds 1 through 3. The existing 18" culvert crossing 99W has an estimated capacity of 14 cfs. To begin the detention analysis, the Tc, time of concentration, is needed for the developed and predeveloped conditions. The predeveloped and developed time of concentration for the shed areas are found in the attached time of concentration report. With the impervious areas, soil conditions, Tc's, and precipitation it was possible to generate hydrographs using the Hydraflow Hydrographs 2002 program. Pre - developed and developed flow rates were generated using the Santa Barbara Urban Hydrograph method. Runoff from the shed areas was calculated for the 2 -, 10- and 25 -yr -storm events. The detention system proposed for this site is a 6 -ft diameter detention tank with a total length of 310 -ft. The total release rate from the site is equal to or less than the predeveloped runoff rates from the site for the 2 -, 10- and 25 -yr storm events. 4 CONVEYANCE A conveyance system includes all portions of the surface water system, either natural or manmade, that transport storm and surface water runoff. The purpose of the conveyance system is to drain surface water from properties, up to a specific design flow, to provide protection to property and the environment. The conveyance system is designed to transport the water produced on site. The conveyance system will be designed per the Uniform Plumbing Code, the entire storm system on -site is private. 5 M X c:::7, �--i y v) • • _ ▪ F CTI ,5• SEE 654 NAP ,! :: d j k ",c 2*"t k n 4 cg lei ,,,, !q'J a v1� f 5 l l2 iAL6lMWOM\ �� ®� . � : ,. �2 . ( ,,, ,,, s w O .IsT`Yll ▪ k S CI 7 ,� ,. . ✓� N FLIT PL �� y .. . r 4� v / '+.' -1 OB •l -4 y . - SW ES SE pq 4--;'-- 414- 'lb � .1 `� �V . W -. , S ITRIC* = 'P E----. 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"° SCALE: 1".200' PLANNING 4 DEVELOPMENT SERVICES SURVEYING P, SOIL SURVEY MAP OFFICE 503 - 452 - 8003 9600 - SW FAX 503 - 452 -8043 a P LAZA WEST , SUITE 230 ='' a - PORTLAND,OR 97223 = L /ll , SOIL FEATURES FOR WASHINGTON COUNTY Soil name and map symbol Hydro- Flooding logic soup Frequency I Duration Months Aloha: I C NONE NONE NONE Amity: 2 C NONE NONE NONE Astoria: 3E, 3F B NONE NONE NONE Briedwell: 4B, 5B, 5C, 5D B NONE NONE NONE Carlton: 6B, 6C B NONE NONE NONE Cascade: 7B, 7C, 7D, 7E, 7F C NONE NONE NONE Chehalem: 8C C NONE NONE NONE Chehalis: 9 to B COMMON BRIEF NOV MAR C ornelius ' .+� ' �`y " '� --" s '� �v� �s4 �t'`� � '3` � � s � "� zs 5 � &'fie `�r� x s� t Cornelius Varient: 12A, 123, t 2C C NONE NONE NONE Cove: 13,14 D COMMON BRIEF DEC -APR Dayton: 15 D NONE NONE NONE Delena: 16C D NONE NONE NONE Goble: 17B, 17C, 17D, 17E, 18E, 18F C NONE NONE NONE Helvetia: 19B, 19C, 19D, 19E C NONE NONE NONE Hembre: 20E, 20F, 20G B NONE NONE NONE Hillsboro: 21A, 21B, 21C, 21D B NONE NONE NONE Hubberly: 22 D NONE NONE NONE Jory: 23B, 23C, 23D, 23E, 23F C NONE NONE NONE Kilchis: 24G Kilchis part C NONE NONE NONE Klicldtat part B NONE NONE NONE 328241-IYOR.bs \ SOIL FEATURES PRINTED: 4/19/2004 8:23 AM SCS CURVE NUMBERS CURVE NUMBERS BY LAND USE DESCRIPTION HYDROLOGIC SOIL GROUP A B C D Cultivated land (1): winter condition 86 91 94 95 Mountain open areas: low growing brush & grasslands 74 82 89 92 Meadow or pasture: 65 78 89 Wood or forest land: undisturbed 42 64 76 81 Wood or forest land: young second growth or brush 55 72 86 Orchard: with crop cover 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping Good condition: grass cover on > 75% of the area 68 80 : = 4r.f 90 Fair condition: grass cover on 50 -75% of the area 77 85 90 92 Gravel roads and parking lots: 76 85 89 91 Dirt roads and parking lots: 72 82 87 89 Impervious surfaces pavement, roofs etc. 98 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100 Single family residential (2): Dwelling units/Gross Acre %Impervious (3) Separate curve number shall be selected 1.0 DU /GA 15 for pervious & impervious portions of 1.5 DU /GA 20 the site or basin 2.0 DU /GA 25 2.5 DU /GA . 30 3.0 DU /GA 34 3.5 DU /GA 38 4.0 DU /GA 42 4.5 DU /GA 46 5.0 DU /GA 48 5.5 DU /GA 50 6.0 DU /GA 52 6.5 DU /GA 54 7.0 DU /GA 56 PUD's, condos, apartments, %impervious must be computed commercial businesses & industrial areas (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. 32824HYDR.xis\ SCS CURVE NUMBERS 4/27/2004 2:32 PM 1‘11!!!!!Fr IMPERVIOUS AREA CALCULATIONS JOB NUMBER: 328 -024 PROJECT: CANTERBURY FILE: N:/PROJ /328- 024/HYDRO /32824HYDR.XLS DEVELOPED SITE NEW IMPERVIOUS AREA BUILDINGS 117008 ft SIDEWALKS 8840 ft DRIVEWAYS 12248 ft STREET PAVEMENT 54801 ft 192897 ft 4.43 ac EXISTING SHED AREA A (flows to Canterbury then to Pacific Hwv). EXISTING IMPERVIOUS AREA STREET PAVEMENT 5738 ft 5738 ft 0.13 ac EXISTING SHED AREA B (flows to Mcdonald Rdl EXISTING IMPERVIOUS AREA SIDEWALKS /BLDG /STREET PVMT 27364 ft 27364 ft 0.83 ac EXISTING SHED AREA C (flows to Pacific Hwvl EXISTING IMPERVIOUS AREA SIDEWALKS /BLDG /STREET PVMT 27040 ft 27040 ft 0.82 ac % Impervious Detention Effective impervious A rea for to Pacific H p flowing Hwy 32824HYDR.xds 12/21/2004 5:22 PM 11,Fr WATER QUALITY VAULT JOB NUMBER: 328 -024 PROJECT: CANTERBURY FILE: N:/PROJ /328- 024/HYDRO /32824HYDR.XLS REFERENCES: 1. Clean Water Services R &O 00-7. 2. Stormwater Management REQUIRED WATER QUALITY TREATMENT: 65% Phosphorus Removal. PROPOSED TREATMENT METHODS: 1. Sumped Catch Basins 15% 2. Stormwater Management Filter Vault 55% total 70% DESIGN STORM: Precipitation: 0.36 inches Storm Duration: 4 hours Storm Return Period: 96 hours Storm Window: 2 weeks IMPERVIOUS AREA: Watershed Area: 11.66 acres Percent imp: 26.16 % Impervious Area: 3.05 acres Design Inflow = (3.05 ac) *(43560 ft^2 /ac) *(0.36 in / 4.0 hrs) = PROVIDE 25% OVERTREATMENT OF DISCHARGE STORM Discharge Storm Event= 0.28 cfs 125% = 0.35 cfs (Treat for this Event) CALCULATE NUMBER OF CARTRIDGES REQUIRED Q(t) = Treatment Design Discharge # Cartridges = Q(t) * 449 gpm /cfs 15 gpm /cartridge # Cartridges = 10.48 Use '. Si- Use Stormwater Management Filter Vault Model # 6 X 12 (nominal exterior footprint is 7 x 13 feet) • MANNING'S "n" VALUES SHEET FLOW EQUATION MANNING'S VALUES n Smooth Surfaces (concrete, asphault, gravel, or bare hand packed soil) 0.011 Fallow Fields or loose soil surface (no residue) 0.05 Cultivated soil with residue cover < 20% 0.06 Cultivated soil with residue cover > 20% 0.17 Short prairie grass and lawns 0.15 Dense grasses 0.24 Bermuda grasses 0.41 Range (natural) 0.13 Woods or forrest with light underbrush 0.40 Woods or forrest with dense underbrush 0.80 SHALLOW CONCENTRATED FLOW (after initial 300 ft of sheet flow, R = 0.1) k Forrest with heavy ground litter and meadows (n = 0.10) 3 Brushy ground with some trees (n = 0.060) 5 Fallow or minimum tillage cultivation (n = 0.040) 8 High grass (n = 0.035) 9 Short grass, pasture and lawns (n = 0.030) 11 Nearly bare ground (n = 0.25) 13 Paved and gravel areas (n = 0.012) 27 CHANNEL FLOW (Intermittent) (At the beginning of all visible channels, R = 0.2) k, Forested swale with heavy ground cover (n = 0.10) 5 Forested drainage course /ravine with defined channel bed (n = 0.050) 10 Rock -lined waterway (n = 0.035) 15 Grassed waterway (n = 0.030) 17 Earth -lined waterway (n = 0.025) 20 CMP pipe (n = 0.024) 21 Concrete pipe (n = 0.012) 42 Other waterways and pipe 0.508/n CHANNEL FLOW (continuous stream, R = 0.4) kc Meandering stream (n = 0.040) 20 Rock -lined stream (n = 0.035) 23 Grass -lined stream (n = 0.030) 27 Other streams, man-made channels and pipe (n = 0.807/n) 32824HYDR.xls\ MANNING'S COEFFICIENTS 4/27/2004 2:32 PM JOB NUMBER: 328 -024 PROJECT: CANTERBURY FILE: N:/PROJ /328- 024/HYDRO /32824HYDR.XLS PREDEVELOPED TIME OF CONCENTRATION SHED A Accum. LAG ONE: SHEET FLOW (FIRST 139 FEET) Tc Tt = Travel time Manning's "n " = 0.24 Flow Length, L = 139 ft ( 300 ft. max.) P = 2 -year, 24hr storm = 2.5 in Slope, S = 0.074 ft/ft (0.42 Xn *L) T T (P) o_s (S o.a 12.48 min. 12.48 min. 0 LAG TWO: SHEET FLOW (NEXT 169 FEET) Tt = Travel time Manning's "n " = 0.01 Flow Length, L = 169 ft ( 300 ft. max.) P = 2 -year, 24hr storm = 2.5 in Slope, S = 0.041 ft/ft (0.42Xn * L) TT — ( o.s (S o.a 1.56 min. 14.04 min. 0 TOTAL PREDEVELOPED TIME OF CONCENTRATION = Nall*RWMEIM 32824HYDR.xls\ PREDEVELOPED Tc 12/21/2004 6:08 PM Irr JOB NUMBER: 328 -024 PROJECT: CANTERBURY FILE: N:/PROJ /328 - 024 /HYDRO /32824HYDR.XLS PREDEVELOPED TIME OF CONCENTRATION SHED B Accum. LAG ONE: SHEET FLOW (FIRST 111 FEET) Tc Tt = Travel time Manning's "n " = 0.24 Flow Length, L = 111 ft ( 300 ft. max.) P = 2 -year, 24hr storm = 2.5 in Slope, S = 0.105 ft/ft (0.42Xn * L)0.8 T T = (F) 0.5 (S 0.4 9.03 min. 9.03 min. 0 LAG TWO: SHEET FLOW (NEXT 10 FEET) Tt = Travel time Manning's "n " = 0.24 Flow Length, L = 10 ft ( 300 ft. max.) P = 2 -year, 24hr storm = 2.5 in Slope, S = 0.533 ft/ft (0 * L TT = (P) 0.5 (S o / .a 0.69 min. 9.72 min. 0 LAG THREE: SHEET FLOW (NEXT 68 FEET) Tt = Travel time Manning's "n " = 0.24 Flow Length, L = 68 ft ( 300 ft. max.) P = 2 -year, 24hr storm = 2.5 in Slope, S = 0.049 ft/ft �0 .42Xn * L) TT = (p) as (S ) o.a 8.28 min. 18.00 min. 0 LAG FOUR: SHALLOW CONCENTRATED FLOW (NEXT 95 FEET) Tc Velocity factor, k= 5 Slope, S = 0.049 ft/ft V = k S 1.11 ft/s Flow Length, L = 95 ft L 1.43 min. 19.43 min. T= (6 LAG FIVE: SHALLOW CONCENTRATED FLOW (NEXT 104 FEET) Tc Velocity factor, k= 5 Slope, S = 0.135 ft/ft V = k . T 1.83 ft/s Flow Length, L = 104 ft L 0.94 min. 20.37 min. T= (60X V) TOTAL PREDEVELOPED TIME OF CONCENTRATION = ,{ 32824HYDRx1s\ PREDEVELOPED Tc 12/21/2004 6:08 PM 17 JOB NUMBER: 328 -024 PROJECT: CANTERBURY FILE: N:/PROJ /328- 024/HYDRO /32824HYDR.XLS PREDEVELOPED TIME OF CONCENTRATION SHED C Accum. LAG ONE: SHEET FLOW (FIRST 86 FEET) Tc Tt = Travel time Manning's "n " = 0.40 Flow Length, L = 86 ft ( 300 ft. max.) P = 2 -year, 24hr storm = 2.5 in Slope, S = 0.140 ft/ft (0.42xn * Llo.s T T — (P) 0.5 (S o 9.89 min. 9.89 min. 0 LAG TWO: SHEET FLOW (NEXT 168 FEET) Tt = Travel time Manning's "n " = 0.01 Flow Length, L = 168 ft ( 300 ft. max.) P = 2 -year, 24hr storm = 2.5 in Slope, S = 0.058 ft/ft (0.42Xn * L)o.s TT — (P) (S o.a 1.36 min. 11.24 min. 0 LAG THREE: SHALLOW CONCENTRATED FLOW (NEXT 142 FEET) Tc Velocity factor, k= 11 Slope, S = 0.067 ft/ft V = k S 2.85 ft/s Flow Length, L = 142 ft L 0.83 min. 12.07 min. T = ( X LAG FOUR: SHALLOW CONCENTRATED FLOW (NEXT 70 FEET) Tc Velocity factor, k= 3 Slope, S = 0.123 ft/ft V =k S 1.05ft/s Flow Length, L = 70 ft T= L 1.11 min. 13.18 min. ( LAG FIVE: SHALLOW CONCENTRATED FLOW (NEXT 221 FEET) Tc Velocity factor, lc= 5 Slope, S = 0.123 ft/ft v =k 1.75 ft/s Flow Length, L = 221 ft T _ 2.10 min. 15.29 min. ( TOTAL PREDEVELOPED TIME OF CONCENTRATION = 32824HYDR.xls\ PREDEVELOPED Tc 12/21/2004 6:08 PM DEVELOPED TIME OF CONCENTRATION JOB NUMBER: 328 -024 PROJECT: CANTERBURY FILE: N:/PROJ /328 - 024 /HYDRO /32824HYDR.XLS SHED 1 Accum. Catchment Time 10 min. 10 min. LAG ONE: STREET FLOW (NEXT 850 FEET) Street Flow "L "= 850 ft. Street Slope "S "= 0.02 ft/ft 7' = 4.9 min 14.9 min. T 20.32(S0)°.5 LAG TWO: PIPE FLOW (NEXT 1800 FEET) Longest Run of Pipe 1800 ft Velocity of Flow 3 ft/s Time in Pipe = (1800 ft) /(3.00 ft/s) = 10 min. TOTAL DEVELOPED Tc = I 24.9 'min. I 32824HYDR.xls\ DEVELOPED Tc 12/22/2004 1:28 PM SHED 2 Accum. LAG ONE: SHEET FLOW (FIRST 130 FEET) Tc Tt = Travel time Manning's "n " = 0.40 Flow Length, L = 130 ft ( 300 ft. max.) P = 2 -year, 24hr storm = 2.5 in Slope, S = 0.040 ft/ft (0.42)(n * L)0.8 TT = (P)0 .5 (S ) 0.4 22.71 mm. 22.71 min. 0 LAG TWO: SHEET FLOW (NEXT 150 FEET) Tt = Travel time Manning's "n " = 0.40 Flow Length, L = 150 ft ( 300 ft. max.) P = 2 -year, 24hr storm = 2.5 in Slope, S = 0.130 ft/ft (0.42Xn * L)0.8 T T = cP) o.S (S ) 0.4 15.89 min. 38.61 min. 0 LAG THREE: SHALLOW CONCENTRATED FLOW (NEXT 160 FEET) Tc Velocity factor, k= 5 Slope, So = 0.060 ft/ft V = k S 1.22 ft/s Flow Length, L = 160 ft T= L 2.18 min. 40.78 min. ( Xr') LAG FOUR: SHALLOW CONCENTRATED FLOW (NEXT 380 FEET) Tc Velocity factor, k= 5 Slope, S = 0.210 ft/ft V = k s o 2.29 ft/s Flow Length, L = 380 ft T= L 2.76 min. 43.55 min. (6 XV) LAG FIVE: CHANNEL FLOW (NEXT 400 FEET) Tc Velocity factor, k= 20 Slope, S = 0.025 ft/ft V = k S o 3.16 ft/s Flow Length, L = 400 ft T= L 2.11 min. 45.66 min. ( X v) LAG FIVE: PIPE FLOW (NEXT 560 FEET) Longest Run of Pipe 560 ft Velocity of Flow 3 ft/s Time in Pipe = (560 ft) /(3.00 ft/s) = 186.667 s 3.11 min. 48.77 min. TOTAL DEVELOPED TIME OF CONCENTRATION = I 48.77 min. I 32824HYDR.xis\ DEVELOPED Tc 12/22/2004 1:28 PM • I SHED 3 Catchment Time 10 min. Longest Run of Pipe 1550 ft Velocity of Flow 3 ft/s Time in Pipe = (1550 ft) /(3.00 ft/s) = 516.667 s TOTAL DEVELOPED Tc = I 18.61 min. I 32824HYDR.xls\ DEVELOPED Tc 12/22/2004 1:28 PM r . . 2.0 Z.5 g...5 . . ci . — . f .. ..1 n • •C-.0 cil‘- ( 2 §• E .. ': • ' 4 1' 4- ca ag A a I 1 2 l■ A • .:- : S .? .1 r ot. iancouver I ..? L, 3.0 . ..... L. ,,. , . . ..,j.., z,5 1 ,.. ...., 3.0 L• - . •. "111(14'4444444 .. I e ...) , ... L., i. .......... ..... ........ .., . . .._,1 Isboro ., ..... , less thanf2-.5 ...... ..... .: 1 I L. : L. .,.., • O d i 1-10 4 Port i and I • 1 (\ (1) Al I I Gresham 3.0 i 1 ....... .......... .1 1- 7 3.0 ._, i 1. 1 1" Ore4on r . L...... . r I ..... i (•• ':'''''' NI i 6Net.--t!" --1 Figure 0-9 <I 2-Year 211 Flour •-,1‘.. . --1 Precipitation (In) . 7 2.5 ) -.) 1 ¢'STyt'ST.E`. . 3.5 =• 4 a !? \ dr 3 4 �. "s. ncouver 35 r . 0 I LS �..,� ...� ,� _ a + <�. iii _ ;,3; . - - .. rl '� i 4oK 1 _ Hilsboro t. � ��� `'. it Portla I 1 .. she i t B� ' o 13:NomAti Ca 1•.., : LACKAMAS Co. —� 1....� lj c i �, • ra , 1.. '1 " ,. - 'o . on r L. r . : , . R. i �.x 1 • �1 3.5 Figure D-11 1 0 -Year 24- -Hour Precipitation (In) j ■ . . - - — • , - 'w :.'4.'7 „; ' 10 'a < 712 g . III i ntouver 1 1 .7...- ... - -1 ... 1%..1 .• . - . it--.44...-..•:.:.?.f.TVI/vo it , . "1 • • . • ... . . -r• ."1;. • * _ _ 4 . 0 i * 'N I *4 libb- — : ' / t-. , ....... ...-t. ::..... . , . L. .. • " 5.0 1 ...t. . : • T .:., .i. .• A I 1-10 tl . i 1,1 I Gres am ses 1 1 111111111 L . errto ti co. .... . 1 .4 i A S Ca. . _ i 0 I—I ill El 5.0 – 1. 1 4-.5 L---1 r.-.I., L.. i---, L .... -1:-.. .. ,) i--, 1 !!) i l '.Zos ' Ore§on . . i -, ! _,, 7 •r al ...... ..._ 1•• • . • • ri •• if , C it's L___ . 1 \ I i.. , ..i . ..... .. .. .' i ......1 Figure 0-12 •-k• --1 LEO 25-Year 24-Hour '7 Precipitation (in) '1 . . ' / ....I 1 4/ . _ 5.0 . , • — • - il .: 4 : 1 ' .....]:"...:. 4 4 .1, . • 8." Z.r co d P' 4.5 L-1 L) 04 L. 's-, 1 . ''' • ncou • .‘°./•:••• 1 1 N- '", . ..- .;:.1 Ng,. eix:4;-,...7,- ..- I 50 L . ., "..... ... :: ' , ..... 1 ..„.,..... .. 5.5 6.01 55 . 50 „... •••• e .. ‘ . 91 ..5 . . L. IS 1 0 1 • SO ti 1 .. Hi • bore L ' At Portia_nci 1 i N .../ r ..... . $ 1 I ...,...... _ _ _ I Greaha r .• . IrO r-i T co. • 1..... ...... i ._,__ ...._ . . . _ . . . : ) • 1 3. )., 6.0 5.0 LI _ ..., i -,".. ..... i .. 5 .5 L-1 r..1 ...... .. 4.5 Ore0o . ,, I . . • 1_1 City \ L._ . L " —. 1 Figure D-14 I • NY ' 100-Year 24-Hour v ,.; ,''''. . - • 4-.5 5.0 Precipitation (In) - ..gv . - ' .7 SANTA BARBARA URBAN HYDROGRAPHS JOB: 328 -024 PROJECT: CANTERBURY FILE: N:/PROJ /328 - 024 /HYDRO /32824HYDR.XLS DESIGN DURATION PRECIP AREA % AREA CN AREA CN TIME Q STORM TOTAL IMP PERV. PER. IMP. IMP. (MIN) (CFS) DESCRIPTION (YR) (HR) (IN) (AC) (AC) (AC) EXISTING SHED A (flows to Canterbury then to Pacific Hwy) PREDEVELOPED 2 -YEAR PEAK DISCHARGE 2 24 2.5 0.46 28.63 0.33 86 0.13 98 14.04 0.16 PREDEVELOPED 10 -YEAR PEAK DISCHARGE 10 24 3.4 0.46 28.63 0.33 86 0.13 98 14.04 0.25 PREDEVELOPED 25 -YEAR PEAK DISCHARGE 25 24 3.9 0.46 28.63 0.33 86 0.13 98 14.04 0.30 PREDEVELOPED 100 -YEAR PEAK DISCHARGE 100 24 4.5 0.46 28.63 0.33 86 0.13 98 14.04 0.37 EXISTING SHED B (flows to Mcdonald) PREDEVELOPED 2 -YEAR PEAK DISCHARGE 2 24 2.5 2.77 22.68 2.14 86 0.63 98 20.40 0.82 PREDEVELOPED 10 -YEAR PEAK DISCHARGE 10 24 3.4 2.77 22.68 2.14 86 0.63 98 20.40 1.31 PREDEVELOPED 25 -YEAR PEAK DISCHARGE 25 24 3.9 2.77 22.68 2.14 86 0.63 98 20.40 1.60 PREDEVELOPED 100 -YEAR PEAK DISCHARGE 100 24 4.5 2.77 22.68 2.14 86 0.63 98 20.40 1.94 EXISTING SHED C (flows to Pacific Hwy) PREDEVELOPED 2 -YEAR PEAK DISCHARGE 2 24 2.5 5.27 11.78 4.65 85 0.62 98 15.30 1.46 PREDEVELOPED 10 -YEAR PEAK DISCHARGE 10 24 3.4 5.27 11.78 4.65 85 0.62 98 15.30 2.45 PREDEVELOPED 25 -YEAR PEAK DISCHARGE 25 24 3.9 5.27 11.78 4.65 85 0.62 98 15.30 3.03 PREDEVELOPED 100 -YEAR PEAK DISCHARGE 100 24 4.5 5.27 11.78 4.65 85 0.62 98 15.30 3.74 SHED 3 DEVELOPED 2 -YEAR PEAK DISCHARGE 2 24 2.5 7.00 63.30 2.57 86 4.43 98 18.60 2.87 DEVELOPED 10 -YEAR PEAK DISCHARGE 10 24 3.4 7.00 63.30 2.57 86 4.43 98 18.60 4.18 DEVELOPED 25 -YEAR PEAK DISCHARGE 25 24 3.9 7.00 63.30 2.57 86 4.43 98 18.60 4.92 DEVELOPED 100 -YEAR PEAK DISCHARGE 100 24 4.5 7.00 63.30 2.57 86 4.43 98 18.60 5.82 32824HYDR.xIsSBUH 12/22/20044:36 PM AEI JJ 18:43 22- Dec -04 Project 00 -002 Sample problems for testing and experimenting GRAVITY PIPE FLOW (Chewy- Manning) 4Darwin Street, MH26 -MH26A l 12 diameter = 15.0" (31'2 "e PF be/‘ to ee Z / slope = 0.40% material: ABS, PVC Manning's n = 0.011 depth of flow = 93.82% of diameter (max) wetted perimeter = 3.30' area = 1.20 s.f. hydraulic radius = 0.36' velocity = 4.35 fps flow = 5.21 cfs • AEI JJ 09:56 20- Dec -04 Project 00 -002 Sample problems for testing and experimenting GRAVITY PIPE FLOW (Chezy - Manning) 4Darwin Street, MH26 -MH26A I I2" ,frStl✓l / 7-:-p c diameter = 12.0" .J slope = 8.10% material: concrete Manning's n = 0.012 depth of flow = 93.82% of diameter (max) wetted perimeter = 2.64' area = 0.77 s.f. hydraulic radius = 0.29' velocity = 15.48 fps flow = 11.84 cfs AEI JJ 18:43 22- Dec -04 Project 00 -002 Sample problems for testing and experimenting GRAVITY PIPE FLOW (Chezy- Manning) 4Darwin Street, MH26 -MH26A LJ 2 " diameter = 15.0" /1/644}p/i3. �9 � slope = 2.00% Glos$i material: concrete Manning's n = 0.012 depth of flow = 93.82% of diameter (max) wetted perimeter = 3.30' area = 1.20 s.f. hydraulic radius = 0.36' velocity = 8.92 fps flow = 10.67 cfs • • Table of Contents 32824HYDR gpw Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hydrograph Return Period Recap 1 2 - Year Summary Report 2 Hydrograph Reports 3 Hydrograph No. 1, SBUH Runoff, PREDEVELOPED SHED A 3 Hydrograph No. 2, SBUH Runoff, PREDEVELOPED SHED B 4 Hydrograph No. 3, SBUH Runoff, PREDEVELOPED SHED C 5 1 Hydrograph No. 4, Combine, COMBINE SHED A AND C 6 Hydrograph No. 6, SBUH Runoff, DEVELOPED SHED 1 7 Hydrograph No. 7, SBUH Runoff, DEVELOPED AREA 2 8 Hydrograph No. 8, SBUH Runoff, DEVELOPED SHED 3 9 Hydrograph No. 10, Reservoir, DETENTION ON -SITE 10 Pond Report 11 Hydrograph No. 12, Combine, 12 INCH PIPE IN CANTERBURY 12 Hydrograph No. 13, Combine, CROSSING 99W 13 10 - Year Summary Report 14 Hydrograph Reports 15 Hydrograph No. 1, SBUH Runoff, PREDEVELOPED SHED A 15 Hydrograph No. 2, SBUH Runoff, PREDEVELOPED SHED B 16 Hydrograph No. 3, SBUH Runoff, PREDEVELOPED SHED C 17 Hydrograph No. 4, Combine, COMBINE SHED A AND C 18 Hydrograph No. 6, SBUH Runoff, DEVELOPED SHED 1 19 Hydrograph No. 7, SBUH Runoff, DEVELOPED AREA 2 20 Hydrograph No. 8, SBUH Runoff, DEVELOPED SHED 3 21 Hydrograph No. 10, Reservoir, DETENTION ON -SITE 22 Pond Report 23 Hydrograph No. 12, Combine, 12 INCH PIPE IN CANTERBURY 24 Hydrograph No. 13, Combine, CROSSING 99W 25 25 - Year Summary Report 26 Hydrograph Reports 27 Hydrograph No. 1, SBUH Runoff, PREDEVELOPED SHED A 27 Hydrograph No. 2, SBUH Runoff, PREDEVELOPED SHED B 28 Hydrograph No. 3, SBUH Runoff, PREDEVELOPED SHED C 29 Hydrograph No. 4, Combine, COMBINE SHED A AND C 30 Hydrograph No. 6, SBUH Runoff, DEVELOPED SHED 1 31 Hydrograph No. 7, SBUH Runoff, DEVELOPED AREA 2 32 Hydrograph No. 8, SBUH Runoff, DEVELOPED SHED 3 33 Hydrograph No. 10, Reservoir, DETENTION ON -SITE 34 Pond Report 35 Hydrograph No. 12, Combine, 12 INCH PIPE IN CANTERBURY 36 Hydrograph No. 13, Combine, CROSSING 99W 37 • 1 Hydrograph Return Period Recap Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type Hyd(s) description (origin) 1 -Yr 2 -Yr 3 -Yr 5 -Yr 10 -Yr 25 -Yr 50 -Yr 100 -Yr 1 SBUH Runoff — -- 0.14 -- -- 0.23 0.28 — — PREDEVELOPED SHED A 2 SBUH Runoff -- — 0.78 -- — 1.26 1.54 — — PREDEVELOPED SHED B 3 SBUH Runoff — 1.38 -- — 2.35 2.91 PREDEVELOPED SHED C 4 Combine 1, 3 1.52 — 2.58 3.19 — -- COMBINE SHED A AND C 6 SBUH Runoff — — 5.40 -- — 8.44 10.16 — DEVELOPED SHED 1 7 SBUH Runoff — — 3.21 — — 5.16 6.27 — — DEVELOPED AREA 2 8 SBUH Runoff — — 2.77 — — 4.10 4.83 -- — DEVELOPED SHED 3 10 Reservoir 8 -- 1.50 — — 2.53 3.13 -- — DETENTION ON -SITE 12 Combine 6, 10, — 6.68 — — 10.46 12.64 — — 12 INCH PIPE IN CANTERBURY 13 Combine 7, 12 -- 9.86 — — 15.60 18.89 — — CROSSING 99W Proj. file: 32824HYDR.gpw Wednesday, Dec 22 2004, 3:23 PM Hydraflow Hydrographs by Intelisolve • . 2 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SBUH Runoff 0.14 6 480 2,429 - - -- - - - -- - - - -- PREDEVELOPED SHED A 2 SBUH Runoff 0.78 6 486 14,627 — -- - - - -- PREDEVELOPED SHED B 3 SBUH Runoff 1.38 6 480 25,082 - - -- - -- PREDEVELOPED SHED C 4 Combine 1.52 6 480 27,511 1, 3 ---- - - -- COMBINE SHED A AND C 6 SBUH Runoff 5.40 6 486 104,054 -- - - -- - - -- DEVELOPED SHED 1 7 SBUH Runoff 3.21 6 492 82,250 - - -- - - - -- DEVELOPED AREA 2 8 SBUH Runoff 2.77 6 480 47,501 - - -- - - - -- - - - -- DEVELOPED SHED 3 10 Reservoir 1.50 6 528 47,501 8 313.64 4,636 DETENTION ON -SITE 12 Combine 6.68 6 486 151,554 6, 10, - - - -- - -- 12 INCH PIPE IN CANTERBURY 13 Combine 9.86 6 486 233,804 7, 12 -- - - -- CROSSING 99W 32824HYDR.gpw Return Period: 2 Year Wednesday, Dec 22 2004, 3:23 PM Hydraflow Hydrographs by Intelisolve • 3 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 1 PREDEVELOPED SHED A Hydrograph type = SBUH Runoff Peak discharge = 0.14 cfs Storm frequency = 2 yrs Time interval = 6 min Drainage area = 0.46 ac Curve number = 89 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 14 min Total precip. = 2.50 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 2,429 cuft PREDEVELOPED SHED A Q (cfs) Hyd. No. 1 -- 2 Yr Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 -, 0.05 0.00 -- 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 1 4 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 2 PREDEVELOPED SHED B Hydrograph type = SBUH Runoff Peak discharge = 0.78 cfs Storm frequency = 2 yrs Time interval = 6 min Drainage area = 2.77 ac Curve number = 89 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 20.4 min Total precip. = 2.50 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 14,627 cuft PREDEVELOPED SHED B Q (cfs) Hyd. No. 2 -- 2 Yr Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 - 0.10 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 2 5 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 3 PREDEVELOPED SHED C Hydrograph type = SBUH Runoff Peak discharge = 1.38 cfs Storm frequency = 2 yrs Time interval = 6 min Drainage area = 5.27 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 15.3 min Total precip. = 2.50 in Distribution = Type IA 1 Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 25,082 cult PREDEVELOPED SHED C Q (cfs) Hyd. No. 3 — 2 Yr Q (cfs) 2.00 2.00 1.00 - 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 3 Hydrograph Plot 6 Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 4 COMBINE SHED A AND C Hydrograph type = Combine Peak discharge = 1.52 cfs Storm frequency = 2 yrs Time interval = 6 min Inflow hyds. = 1,3 Hydrograph Volume = 27,511 cuft COMBINE SHED A AND C Q (cfs) Q (cfs) Hyd. No. 4 – 2 Yr 2.00 2.00 1.00 - 1.00 _ _ 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 4 Hyd No. 1 — Hyd No. 3 7 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 6 DEVELOPED SHED 1 Hydrograph type = SBUH Runoff Peak discharge = 5.40 cfs Storm frequency = 2 yrs Time interval = 6 min Drainage area = 17.80 ac Curve number = 91 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 24.9 min Total precip. = 2.50 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 104,054 cuft DEVELOPED SHED 1 Q (cfs) Q (cfs) Hyd. No. 6 -- 2 Yr 6.00 - 6.00 5.00 - - 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 6 8 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 7 DEVELOPED AREA 2 Hydrograph type = SBUH Runoff Peak discharge = 3.21 cfs Storm frequency = 2 yrs Time interval = 6 min Drainage area = 14.80 ac Curve number = 90 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 48.8 min Total precip. = 2.50 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 82,250 cuft DEVELOPED AREA 2 Q (cfs) Hyd. No. 7 -- 2 Yr Q (cfs) 4.00 4.00 3.00 3.00 2.00 - 2.00 1.00 - 1.00 0.00 0.00 0 3 6 9 12 15 18 21 24 27 Hyd No. 7 Time (hrs) . 9 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 8 DEVELOPED SHED 3 Hydrograph type = SBUH Runoff Peak discharge = 2.77 cfs Storm frequency = 2 yrs Time interval = 6 min Drainage area = 7.00 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 18.6 min Total precip. = 2.50 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 47,501 cuft DEVELOPED SHED 3 Q (cfs) Hyd. No. 8 -- 2 Yr Q (cfs) 3.00 3.00 2.00 — ■ 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 8 10 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 10 DETENTION ON -SITE Hydrograph type = Reservoir Peak discharge = 1.50 cfs Storm frequency = 2 yrs Time interval = 6 min Inflow hyd. No. = 8 Max. Elevation = 313.64 ft Reservoir name = DETENTION PACIFIC HWY Max. Storage = 4,636 cuft Storage Indication method used. Hydrograph Volume = 47,501 cuft i DETENTION ON -SITE Q (cfs) Hyd. No. 10 -- 2 Yr Q (cfs) 3.00 - - 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 10 Hyd No. 8 Pond Report 11 Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Pond No. 1 - DETENTION PACIFIC HWY Pond Data Pipe dia. = 6.00 ft Pipe length = 310.0 ft No. Barrels = 1.0 Slope = 0.00 % Invert elev. = 310.50 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 310.50 00 0 0 0.30 310.80 00 164 164 0.60 311.10 00 292 456 0.90 311.40 00 368 825 1.20 311.70 00 424 1,249 1.50 312.00 00 466 1,715 1.80 312.30 00 498 2,213 2.10 312.60 00 523 2,737 2.40 312.90 00 538 3,275 2.70 313.20 00 553 3,828 3.00 313.50 00 556 4,384 3.30 313.80 00 557 4,941 3.60 314.10 00 553 5,494 3.90 314.40 00 540 6,034 4.20 314.70 00 521 6,555 4.50 315.00 00 498 7,053 4.80 315.30 00 466 7,519 5.10 315.60 00 424 7,943 5.40 315.90 00 368 8,311 5.70 316.20 00 292 8,603 6.00 316.50 00 164 8,767 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise (in) = 12.00 5.75 5.00 2.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 12.00 5.75 5.00 2.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 1 1 1 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El. (ft) = 309.50 309.50 313.60 315.00 Weir Type = -- -- - -- - -- Length (ft) = 50.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope ( %) = 0.01 0.00 0.00 0.00 N -Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes Yes Yes Exfiltration = 0.000 in /hr (Wet area) Tailwater Elev. = 0.00 ft Note: CulvertOnfice outflows have been analyzed under inlet and outlet control. Stage (ft) Stage / Discharge Stage (ft) 7.00 - - 7.00 6.00 - 6.00 5.00 5.00 4.00 4.00 3.00 - -- - - - 3.00 2.00 - 2.00 1.00 - - -- - ._.._, 1.00 0.00 - 0.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 Discharge (cfs) Total Q . 12 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 12 12 INCH PIPE IN CANTERBURY Hydrograph type = Combine Peak discharge = 6.68 cfs Storm frequency = 2 yrs Time interval = 6 min Inflow hyds. = 6, 10 Hydrograph Volume = 151,554 cuft 12 INCH PIPE IN CANTERBURY Q (cfs) Q (cfs) Hyd. No. 12 -- 2 Yr 7.00 7 . — - - 6.00 - 6.00 . - ■ 5.00 . 5.00 ' — -- - 11 11 i , 4.00 i 4.00 3.00 11 3.00 2.00 A - 2 .00 __ 1.00 AVAINIAM■ 1.00 'An . 1 4 111111 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 12 — Hyd No. 6 — Hyd No. 10 13 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 13 CROSSING 99W Hydrograph type = Combine Peak discharge = 9.86 cfs Storm frequency = 2 yrs Time interval = 6 min Inflow hyds. = 7, 12 Hydrograph Volume = 233,804 cuft CROSSING 99W Q (cfs) Q (cfs) Hyd. No. 13 -- 2 Yr 10.00 10.00 8.00 1 8.00 6.00 6.00 4.00 - 4.00 2.00 - 2.00 rnmA 0.00 0.00 0 3 6 9 12 15 18 21 24 27 Time (hrs) Hyd No. 13 Hyd No. 7 Hyd No. 12 • 14 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SBUH Runoff 0.23 6 480 3,782 — — — PREDEVELOPED SHED A 2 SBUH Runoff 1.26 6 486 22,774 — -- - -- PREDEVELOPED SHED B 3 SBUH Runoff 2.35 6 480 40,035 -- — -- PREDEVELOPED SHED C 4 Combine 2.58 6 480 43,817 1, 3 — — COMBINE SHED A AND C 6 SBUH Runoff 8.44 6 486 158,082 -- — — DEVELOPED SHED 1 7 SBUH Runoff 5.16 6 492 126,494 — — — DEVELOPED AREA 2 8 SBUH Runoff 4.10 6 480 69,578 — — -- DEVELOPED SHED 3 10 Reservoir 2.53 6 516 69,578 8 315.12 7,237 DETENTION ON -SITE 12 Combine 10.46 6 486 227,661 6, 10, — — 12 INCH PIPE IN CANTERBURY 13 Combine 15.60 6 486 354,155 7, 12 — — CROSSING 99W 32824HYDR.gpw Return Period: 10 Year Wednesday, Dec 22 2004, 3:23 PM Hydraflow Hydrographs by Intelisolve • Hydrograph Plot 15 Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 1 PREDEVELOPED SHED A Hydrograph type = SBUH Runoff Peak discharge = 0.23 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.46 ac Curve number = 89 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 14 min Total precip. = 3.40 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 3,782 cuft PREDEVELOPED SHED A Q (cfs) Hyd. No. 1 -- 10 Yr Q (cfs) 0.50 0.50 0.45 - 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 1 . . 16 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 2 PREDEVELOPED SHED B Hydrograph type = SBUH Runoff Peak discharge = 1.26 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 2.77 ac Curve number = 89 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 20.4 min Total precip. = 3.40 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 22,774 cuft PREDEVELOPED SHED B Q (cfs) Q (cfs) Hyd. No. 2 -- 10 Yr 2.00 2.00 1.00 1 1.00 0.00 0.00 0 2 46 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 2 17 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 3 PREDEVELOPED SHED C Hydrograph type = SBUH Runoff Peak discharge = 2.35 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 5.27 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 15.3 min Total precip. = 3.40 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 40,035 cuft PREDEVELOPED SHED C Q (cfs) Hyd. No. 3 -- 10 Yr 0 (cfs) 3.00 - - 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 3 Hydrograph Plot 18 Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 4 COMBINE SHED A AND C Hydrograph type = Combine Peak discharge = 2.58 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 1,3 Hydrograph Volume = 43,817 cuft COMBINE SHED A AND C Q (cfs) Q (cfs) Hyd. No. 4 -- 10 Yr 3.00 3.00 2.00 2.00 _s. 1.00 1.00 / 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 4 — Hyd No. 1 — Hyd No. 3 • 19 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 6 DEVELOPED SHED 1 Hydrograph type = SBUH Runoff Peak discharge = 8.44 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 17.80 ac Curve number = 91 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 24.9 min Total precip. = 3.40 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 158,082 cult DEVELOPED SHED 1 Q (cfs) Q (cfs) Hyd. No. 6 -- 10 Yr 10.00 10.00 8.00 I\ 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 6 20 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 7 DEVELOPED AREA 2 Hydrograph type = SBUH Runoff Peak discharge = 5.16 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 14.80 ac Curve number = 90 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 48.8 min Total precip. = 3.40 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 126,494 cuft DEVELOPED AREA 2 Q (cfs) Hyd. No. 7 -- 10 Yr Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 3 6 9 12 15 18 21 24 27 Time (hrs) Hyd No. 7 • 21 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 8 DEVELOPED SHED 3 Hydrograph type = SBUH Runoff Peak discharge = 4.10 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 7.00 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 18.6 min Total precip. = 3.40 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 69,578 cult DEVELOPED SHED 3 Q (cfs) Hyd. No. 8 -- 10 Yr Q (cfs) 5.00 5.00 4.00 . 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 8 22 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 10 DETENTION ON -SITE Hydrograph type = Reservoir Peak discharge = 2.53 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyd. No. = 8 Max. Elevation = 315.12 ft Reservoir name = DETENTION PACIFIC HWY Max. Storage = 7,237 cuft Storage Indication method used. Hydrograph Volume = 69,578 cuft DETENTION ON -SITE Q (cfs) Hyd. No. 10 -- 10 Yr Q (cfs) 5.00 5.00 4.00 - - 4.00 3.00 3.00 2.00 2.00 1.00 1.00 \ -- 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 10 Hyd No. 8 Pond Report 23 Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Pond No. 1 - DETENTION PACIFIC HWY Pond Data Pipe dia. = 6.00 ft Pipe length = 310.0 ft No. Barrels = 1.0 Slope = 0.00 % Invert elev. = 310.50 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 310.50 00 0 0 0.30 310.80 00 164 164 0.60 311.10 00 292 456 0.90 311.40 00 368 825 1.20 311.70 00 424 1,249 1.50 312.00 00 466 1,715 1.80 312.30 00 498 2,213 2.10 312.60 00 523 2,737 2.40 312.90 00 538 3,275 2.70 313.20 00 553 3,828 3.00 313.50 00 556 4,384 3.30 313.80 00 557 4,941 3.60 314.10 00 553 5,494 3.90 314.40 00 540 6,034 4.20 314.70 00 521 6,555 4.50 315.00 00 498 7,053 4.80 315.30 00 466 7,519 5.10 315.60 00 424 7,943 5.40 315.90 00 368 8,311 5.70 316.20 00 292 8,603 6.00 316.50 00 164 8,767 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise (in) = 12.00 5.75 5.00 2.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 12.00 5.75 5.00 2.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 1 1 1 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El. (ft) = 309.50 309.50 313.60 315.00 Weir Type = -- -- - Length (ft) = 50.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope ( %) = 0.01 0.00 0.00 0.00 N -Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multistage = n/a Yes Yes Yes Exfiltration = 0.000 in /hr (Wet area) Tailwater Elev. = 0.00 ft Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Stage (ft) Stage / Discharge stage (ft) 7.00 7.00 6.00 - 6.00 5.00 - 5.00 . 1(...... - 4.00 4.00 3.00 - 3.00 2.00 200 1.00 1.00 0.00 0.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 Discharge (cfs) Total Q 24 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 12 12 INCH PIPE IN CANTERBURY Hydrograph type = Combine Peak discharge = 10.46 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 6, 10 Hydrograph Volume = 227,661 cuft 12 INCH PIPE IN CANTERBURY Q (cfs) Q (cfs) Hyd. No. 12 -- 10 Yr 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 11 1- 1 .11111111111111.1■1■—__ _ _ 2.00 2.00 o.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 12 — Hyd No. 6 — Hyd No. 10 25 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 13 CROSSING 99W Hydrograph type = Combine Peak discharge = 15.60 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 7, 12 Hydrograph Volume = 354,155 cuft CROSSING 99W Q (cfs) Hyd. No. 13 - -10 Yr Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 , 3.00 0.00 — 0.00 0 3 6 9 12 15 18 21 24 27 Time (hrs) Hyd No. 13 Hyd No. 7 Hyd No. 12 • 26 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SBUH Runoff 0.28 6 480 4,557 — — — PREDEVELOPED SHED A 2 SBUH Runoff 1.54 6 486 27,444 — — — PREDEVELOPED SHED B 3 SBUH Runoff 2.91 6 480 48,688 — — — PREDEVELOPED SHED C 4 Combine 3.19 6 480 53,245 1, 3 — — COMBINE SHED A AND C 6 SBUH Runoff 10.16 6 486 188,782 — — — DEVELOPED SHED 1 7 SBUH Runoff 6.27 6 492 151,742 — -- — DEVELOPED AREA 2 8 SBUH Runoff 4.83 6 480 81,983 - -- -- — DEVELOPED SHED 3 10 Reservoir 3.13 6 510 81,983 8 316.35 8,688 DETENTION ON -SITE 12 Combine 12.64 6 486 270,765 6, 10, — — 12 INCH PIPE IN CANTERBURY 13 Combine 18.89 6 486 422,507 7, 12 — — CROSSING 99W I 32824HYDR.gpw Return Period: 25 Year Wednesday, Dec 22 2004, 3:23 PM Hydraflow Hydrographs by Intelisolve • 27 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 1 PREDEVELOPED SHED A Hydrograph type = SBUH Runoff Peak discharge = 0.28 cfs Storm frequency = 25 yrs Time interval = 6 min Drainage area = 0.46 ac Curve number = 89 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 14 min Total precip. = 3.90 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 4,557 cuft PREDEVELOPED SHED A Q (cfs) Hyd. No. 1 -- 25 Yr Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 - 0.35 0.30 0.30 0.25 0.25 0.20 - 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 1 • Hydrograph Plot 28 Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 2 PREDEVELOPED SHED B Hydrograph type = SBUH Runoff Peak discharge = 1.54 cfs Storm frequency = 25 yrs Time interval = 6 min Drainage area = 2.77 ac Curve number = 89 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 20.4 min Total precip. = 3.90 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 27,444 cult PREDEVELOPED SHED B Q (cfs) Hyd. No. 2 — 25 Yr Q (cfs) 2.00 2.00 1.00 - 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 2 29 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 3 PREDEVELOPED SHED C Hydrograph type = SBUH Runoff Peak discharge = 2.91 cfs Storm frequency = 25 yrs Time interval = 6 min Drainage area = 5.27 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 15.3 min Total precip. = 3.90 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 48,688 cuft PREDEVELOPED SHED C Q (cfs) Hyd. No. 3 -- 25 Yr Q (cfs) 3.00 - 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 3 Hydrograph Plot 18 Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 4 COMBINE SHED A AND C Hydrograph type = Combine Peak discharge = 2.58 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 1,3 Hydrograph Volume = 43,817 cult COMBINE SHED A AND C Q (cfs) Q (cfs) Hyd. No. 4 -- 10 Yr 3.00 3.00 2.00 2.00 1.00 1.00 . . / 0.00 0.00 02 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 4 Hyd No. 1 — Hyd No. 3 L 31 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 6 DEVELOPED SHED 1 Hydrograph type = SBUH Runoff Peak discharge = 10.16 cfs Storm frequency = 25 yrs Time interval = 6 min Drainage area = 17.80 ac Curve number = 91 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 24.9 min Total precip. = 3.90 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 188,782 cult DEVELOPED SHED 1 Q (cfs) Q (cfs) Hyd. No. 6 -- 25 Yr 12.00 - 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 6 32 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 7 DEVELOPED AREA 2 Hydrograph type = SBUH Runoff Peak discharge = 6.27 cfs Storm frequency = 25 yrs Time interval = 6 min Drainage area = 14.80 ac Curve number = 90 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 48.8 min Total precip. = 3.90 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 151,742 cuft DEVELOPED AREA 2 Q (cfs) Hyd. No. 7 -- 25 Yr Q (cfs) 7.00 7.00 6.00 A 6.00 Ili - - 5.00 5.00 4.00 4.00 3.00 3.00 IA 2.00 2.00 1.00 -II. -- _ - 1.00 P r 0.00 0.00 0 3 6 9 12 15 18 21 24 27 Time (hrs) Hyd No. 7 33 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 8 DEVELOPED SHED 3 Hydrograph type = SBUH Runoff Peak discharge = 4.83 cfs Storm frequency = 25 yrs Time interval = 6 min Drainage area = 7.00 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 18.6 min Total precip. = 3.90 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 81,983 cult DEVELOPED SHED 3 Q (cfs) Hyd. No. 8 - 25 Yr Q (cfs) 5.00 - - - 5.00 4.00 4.00 3.00 3.00 2.00 - 2.00 1.00 - 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 8 34 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 10 DETENTION ON -SITE Hydrograph type = Reservoir Peak discharge = 3.13 cfs Storm frequency = 25 yrs Time interval = 6 min Inflow hyd. No. = 8 Max. Elevation = 316.35 ft Reservoir name = DETENTION PACIFIC HWY Max. Storage = 8,688 cuft Storage Indication method used. Hydrograph Volume = 81,983 cuft DETENTION ON -SITE Q (cfs) Hyd. No. 10 -- 25 Yr Q (cfs) 5.00 - 5.00 4.00 4.00 3.00 . 3.00 1 -- ::: . 2.00 - 1.00 y i r 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 10 Hyd No. 8 I. Pond Report 35 Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Pond No. 1 - DETENTION PACIFIC HWY Pond Data Pipe dia. = 6.00 ft Pipe length = 310.0 ft No. Barrels = 1.0 Slope = 0.00 % Invert elev. = 310.50 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 310.50 00 0 0 0.30 310.80 00 164 164 0.60 311.10 00 292 456 0.90 311.40 00 368 825 1.20 311.70 00 424 1,249 1.50 312.00 00 466 1,715 1.80 312.30 00 498 2,213 2.10 312.60 00 523 2,737 2.40 312.90 00 538 3,275 2.70 313.20 00 553 3,828 3.00 313.50 00 556 4,384 3.30 313.80 00 557 4,941 3.60 314.10 00 553 5,494 3.90 314.40 00 540 6,034 4.20 314.70 00 521 6,555 4.50 315.00 00 498 7,053 4.80 315.30 00 466 7,519 5.10 315.60 00 424 7,943 5.40 315.90 00 368 8,311 5.70 316.20 00 292 8,603 6.00 316.50 00 164 8,767 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise (in) = 12.00 5.75 5.00 2.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 12.00 5.75 5.00 2.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 1 1 1 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El. (ft) = 309.50 309.50 313.60 315.00 Weir Type = -- - -- -- - -- Length (ft) = 50.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope ( %) = 0.01 0.00 0.00 0.00 N -Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes Yes Yes Exfiltration = 0.000 in /hr (Wet area) Tailwater Elev. = 0.00 ft Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Stage (ft) Stage / Discharge Stage (ft) 7.00 7.00 6.00 - .._._.. _.... -. - - -._.. _J 6.00 5.00 5.00 4.00 4.00 3.00 ossommosmay 3.00 2.00 - - .._ -. __.._- _.._._� ...- _ - . _- 2.00 1.00 -- 1.00 0.00 0.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 Total Q Discharge (cfs) • Hydrograph Plot 36 Hydraffow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 12 12 INCH PIPE IN CANTERBURY Hydrograph type = Combine Peak discharge = 12.64 cfs Storm frequency = 25 yrs Time interval = 6 min Inflow hyds. = 6, 10 Hydrograph Volume = 270,765 cuft 12 INCH PIPE IN CANTERBURY Q (cfs) Q (cfs) Hyd. No. 12 — 25 Yr 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 - 4.00 ANIL 2.00 2.00 0 ■M .‘""1".11 0.00 2 468 10 12 14 16 18 20 22 24 26 0.00 Time (hrs) Hyd No. 12 — Hyd No. 6 — Hyd No. 10 . 37 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Wednesday, Dec 22 2004, 3:23 PM Hyd. No. 13 CROSSING 99W Hydrograph type = Combine Peak discharge = 18.89 cfs Storm frequency = 25 yrs Time interval = 6 min Inflow hyds. = 7, 12 Hydrograph Volume = 422,507 cuft CROSSING 99W Q (cfs) Q (cfs) Hyd. No. 13 – 25 Yr 21.00 I 21.00 18.00 18.00 15.00 I l_ - - 15.00 12.00 , 12.00 9.00 - 9.00 6.00 6.00 IF / 3.00 3.00 0.00 0.00 0 3 6 9 12 15 18 21 24 27 Time (hrs) Hyd No. 13 — Hyd No. 7 — Hyd No. 12 / / , / 79261 / s AEI A . / t - _ -- 7 ! ief PLAZA WEST SUITE 230 / / / 9600 SW OAK 1 ` 1 . PORTLAND,OR 97223 / 1 p /� 79261 ) \ \ —� �� s° '» TEL 503 -452 -6003 / // ) / , `- _'y �,��iG' -- J FAX 503-452-8043 4::; \ a, � _ __app /; Www.alpha$ng.com / / // e e,,�\ • —" _� - _� � `e _ of � / J/ ♦ „_ / - m. �_ / NO DATE 4 ili • ' 4 4 r / ,-- • ----41-- _ OAP , ) � ' _ _ ; - -, E l' / Z :417 O r / i • %, * / •�/ /� .�� i / sue / ~� `• ��` z° ' �j/ 140)\),\A • ' / • le • a ,'” � _,' � -'� .. �`~ ` -- i��"� - A Ti ti . 1'. CULVERT / / n i e /1 4. � , e��sa jt //// , t , /,/ P 4V ./ / / ' "; ,S` 7 / 7 7": " ' i" "" - . 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